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_ REVISIONS
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_ REVISIONS
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PROPOSED ,,,. 855t:�.:'.'_::�.. sr c
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By t*L-� DATE 914 1�
JOB NO.
SHEET 12- OF
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'TABLE 2.17 X --+=-x
SECTION PROPERTIES FOR SAWN LUMBER AND TIMBERa.b
..Standard X -X Axis Y -Y Axis y
Dressed
Nominiat Area Moment Moment Board
ze of
of Section o f easu Weight in pounds 'ifinear foot of piece when
tof 0
lu weight per
Size (S4S)Inertia
s Section Measure w
..Section In rfia C
weight of o pe
e Moment
Inertia Modulus per Weight in
foot -equals:
.-b , xd bxd per -
in. S S. Lineal
25 30 35 40 45
in. in. in.' in.' in.' in.3 50
Foot pcf per
pcf pcf pcf pcf
.IX3-
IX21 1:875 0.977 0.781 0.088 0.234 0.326 0 . .391 --
5 .0.456 0.521 0.586 0.651 v
IX4 ix3i 2.62 2.680 1.531 0. 123' 0.328 ;604
1X6 1 ' 0.456 0.547 0.638 0.729 0.820 0
i X 51 4.125, 10.'398 i78I 0.193 0.5m 0.716 0.859 1.003 1.146 1.289 1
1X8 fx71 5.438 23.817 6.570 0.255 0-68Q 0.944 1.133 1.322 1.510 1.699 1.888
1 X 10 C
IX91' 6.938 49.466 10.695 0.,325 0.867 1.204 1.445 1.686 1.927 2.168 2.409
1 X 12 iXIII 8.438 .88.989 15.820 0.396 1.055' 1.465 1.758 2.051 2.344 2.637 2.930
2x3a
11X2j 3.750 1.953. 1.563 0.703 -0:938-
2 X P It X *:' -*5.250- _Q66.1 -- 1 0.651 0.781 0.911
5.359 S. 0.984 1.042 1.172 1.302
2XV Afk5j: 8.25 0-911 '1.276 1.458 1.641 1.823''
0 �O797.
1.432
2X8• Ilx7f] it 2.292 2.578 2.865
6
2Xl0ft ..Ij-*-.qj 1.888 6 2.643 3.021 3.398 3.776
2 X 12" 1#x 11
2.409 2.�'
91 3.372
1789797j: 3..854 4336 4.818
164 219 2
2 X 14 2.930. 3.516 4,402
75- 4.688 5.273 5.859
3.727 4. 9 21
3.451 4. 4.831- 5.521 6.211 6.901
- - -----------
141
3x4 '�J: `3 8.750:: '18 952 5.104
3.646 1 1.519
3X6 k 51.'13.750*'.'.. 341 2.127 2.43 1.734 3.038
1.823
.661 J[2-604 7.161 5.729
X
.3 8 . 1...z! 21 x 18,125 7 .39-1 11. 2.387 2.865 3.3�2 3.819 4.297. 4.774
. t ... .21.901 9.440 7.552
3 X 10-.-:� ...2 50j!e-* 2 3:147 3.776 5.035 5.6654 6.293
.23'125 35.651 12.044 4.635 21 '4.015 4.405
64;886
3X12 X' 28 4.818 5.621 6.424 7.227 8.030
.125 / �296.631 52.734 14.648 11.719 3 4.983 5.859
3
X 142 - 2155' 131 .33.14�, .4 6.836 7.813 8.789 9.766
X .4 .625 73.151 17.253 13.802 31 5.751 6.901 8.051 9.201
2 xl� -
. 21 5<. 151 38.125 '...738.8.70 96.901 1 19.857 15-885
11.502
.:
1 .502
10.352
77 4 6.619 7.943 9.266 10.590 11.914 13.238
4X4
4X6
31
31 X 51
19.25
12-505
48.526
4.6.,,
12.V5
19.
e-Fi
It
- --i552
--T977
2.127
403
3.828
-
53
4 x 8
31 x 71
2
4
b'
§5 to
- 2-L.904
10-0
14.802
2.
21
3.342
4010
4.679
5..347
6.Oj6
6.684
4 x 10
3} X 9j"T
.3
f2
.230 .840
Y30:840
-9
33.049
18.885
31
4.405
5,286
'6745
6.1p
7.049
'8.933
7.930
8.811
4 x 12
31 k I It
3�4
�7
P
40.195
22.969
4
5.621
6.836
8*203
7.869"
10.117
11.241
4x 14
U X 131.
6K 7 5A
__ 67! . 76
.102.1)1
.47.340
')
(2 7-'b 5 2.
4 1
8.047
9,!;,�o
10
, .938
12.305
13.672
4 x 16
3# X I 5q4
3.315
1,634.418
: 135-661
�4.431.1A-'
87
'12.975
.
51
9.657
11.266
12-877
14.4�5
16-094
9.267
11.121
14.828
16.682
18.536
6X6
6x$
5}x 51
51 x 7}
30.250.
41.250.
76.255
193.
.7,
6
76.56
PeR4
27.729
3
5.282
6.302
1352
ry!!! t
8.,403
9.4,53
10.503
------ 6YIIr-
52.25
-j-
1h 714
`"
47.896
- - - - - A - -
-- -7.-16!--
-10:026--
.458
12:89 i
14:323
6x 12
51 X.1 It
--6 Tvo--,r
691
T
�,159.443
57.97*9...
5
4.071
10.8$5
12.700
14.514
16.328
18 142.
6x 14
51 X 131
-14.��'
1 7* 3,
6
10.981,
13.177
15.373
0.50
19.766
21.962
6 x 16
5 1 x 1-544
85.2 5
1:706.776
.-187.172
78. i46'
7
8
!2.891
15.469
-y7--f60
29.625
23.203
25.781
6X 18
51 x 171
96.250
2,456.380
2M729
242.630
88.229r
14.800
20.7-20
234.681
26.641
6 X 20
51 X 19}
107-i107.250,3,398.484
348.5f33
270.359
98.313
9
10
16.710
20,052
23.394
26.73G
30.078
33-'420'
6X22
51 x 211
118.250'
4,555.086
423.729
298*.088
108.396
11
18.620
22.344
26.068
29.792
33.516
37.240
6 x 24
51X 231
129.250*
5,948.191
506.229
325'.8'18
118.479
20.530
0 "30
24.635
28.741
32.847
36.953
41.059
12
2 -'39
22.439
26.927
31.415
35-903
40.391
44.878
8X8
l0
71x7i
71 X 91
5G.,250
71.250
263.672,
535.859
1
263.672
333.984.
70.313-
54
- r
9 .16
9.766
F2
11.719
13.672
15.625
17.578
19.531
86-25(LL950-547--
F"14h,
404.297
89.063
107.813
Gi
12.370
14-844
17.318
'9.792
22.266
24.740
14
7jx I 31
101.25Q
1 ��7.134`*
-227.af3
474.6 09
126.563
8
91
14.974
17.578
17-969
20.964
23.958
26.953
29.948
8x 16
7j x 151
1 1�250
2:327.422
300.91)
54�-M
143.36
103
20.182
21.094
24.609
28.125
31.641
35.156
.-8 x 18
7} x 171
131.250
3,349.609
q'I 3,
615.234
164-063
12
22.786
24.219
28.255
32-292
3G.3328
.40.365
8 x: 20
71x f9i
14Cr.250
4,634.297-
475.313
684.547
182.813
131
25.391
27'3 {4
31-901
36.458
41.016'-
45.573
8 x: 22
71 X 211
161.250
6,211.484
577.$13.
755-859
201.563.
141
30.469
35.547
i 40-625
45.703
50.781
8 x 24
71 X 231
176.250
8,111.172
690313
826.172
826 17,2
220.313
220,313
27-995
33.594
39.193
44.792
50.391
55.990
"u-
16
�30.55199
15.668
36.719
42.839
48.958
155.078
61.198
r79 '7.r,;
149*RQG�,,
149 Rqf�
fi7R
'OA,.75!i
142.Rori
8.1
18.802
21.936
25.069
29.203
1 T17
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,CIVIL .EMCII EERS
SiJRV�YOFtS 1y'
iooato - BY
BOLSLE ARtY' :.'' 370 6?F•I- ...•.; •�� e
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• •J.:
JOB NO. _ e •.._ J•'=
SHEETOF
Beams
D
ong--Fir #2
FV
Mallow
Fb'
Mallow
Fc
Fd/
FcJ/
CD
CD
(mf)
-(roof).,.
(floor)
(fir)
(perp)
(roof)
(floor)
Fb
(roof)
(floor)
CF
Fc
4x4
1,641
11,724
1,313
9,379
625
2,438
1,950
875
125
1.00
1.50
1300
4x6
1,422
5,090
1,138
20,072
625
2,113
1,690
.875
1.25
1.00
1.30'
1300
4x8
1,4223,59?
r658'09
1,138
34,877
625
2,113
L690
875
125
1.00
1.30
1300
4x10
1,3135
1,050
52,407
6251,950
1,560
875
125
1.00
120
1300
4x12
1203,824
963
7L060.
625
1,788
1,430
875
125
1.00
1-10
1300'
4x14
1,094
112,013
875
891610
625
1,625-
1,300
875
125
1.00'
1.00.
1300
4x16
1,094
148,380
875
118,704
625
1,625
1-300.
875
125
I.00
1.00
'1300
6x6
1,094
30,329
875 '
24,263
625
750
600
875.
125
1.00
1.00
600
6x8.
1,094
56,396
875
45,117
625
750
600
875
125
1.00
1.00
600
6-x10
1,094
90,485
815
72,388
625'
750
600
875
125
1.00
1.00
600.
6x12
'
1,094
.132, 94
875
106,076
'625
750
600.
875
125
1.00
1.00
600
6x14.
1,075
179,622
860
143,697
'625-
737 •
. 590875
125
1.00
600,
6x16
1,059
-233,298
847'
186,638
625
726
581
875
I25
I:00
.0.98
0.97
600
Doug -Fir #1
-
'
Mallow
Fb'
Mallow
Fc
Fcl/
FcJ/
D
D
(roof)
(roof)
(floor)
(flr)
(perp)
(roof)
(floor)
Fb
(roof).
(floor)
CF
Fc.
4x4
1.875
13,398
1,500
10,719
625
2,719
2,175
1,000
125.
1,00
1.50
1450
4x6
11625.
. 28,674
1,300
22,940
-625
2.356
1,885
1,000
125
1.00
1.30
1450
4x8
1,625
49;825
1,300
39,860
625
2,356
1.885
1,000
125
1.00
1.30
1450.
4x10
1,500
74,867
1,200
59,894
625
2,175
.1,740
1,000
125
1.00' '
1.20
1450
4x12.
1,375
101,514
1,100
81,211
625
1,994
1;595
1,000
125"
1.00
1.10
1450
4x14
, 1,250
128,014
.1,040
102.411
625
L813
1,450
1,000
1.25
1.00
1.00
1454
-169:53-7-
I2----rl,000
-,_,. , ,_..
_. _
r35;66i---625---T;813-
-1,450
1.000
1.25
1.00
1.00
_---
1450
6x6
1.688
46,793
1,350
37,434
625
1,156
925
1,350
125
1.00
1.00
925
6x8
1,688
87;012
1,350
69,609
625
1,156
925
1.350
1.25
1.00
1.00
925
6x10
` 1,688
139;605''
1,350
111,684
625
1,156
925
1,350
125
1.00
1.00
925
6x12.
17688
204.574
1,350
163,659
625
17156
925
1,350
I25
1_00
1.00
925
6x14
1,659
277.130
1,327
221,704
625
1,13-7
909
1,350
1.25
1.00
0.98'
925
6x16
1,634
359 945
1,308
287,956
625
1,120
896
1,350
125
1.00
0.97
925
gad
PR
PROJECT
a.. '-'CLVIFNGIIJEERS:andSIJR�GEY
~`1
._. •,_:..Y::.: uvEowlcnouLfvAxo-'- - •BY"- .. ... ,.`a -c.:
DATE
JO8 N0.
^ SHEET OF
'RoofRafters at or less than 24" oc_,. 8/5/1999
Douz-Fir Larch #2 -:
2x6
2x8
Fb'(Psi)
1,635
1,509
Mall(inA
12,36687
19,834
Fb
87 i
CD
125
X125
CF
1.3
12�
Cr
1.15
lrl5)
b(in)
1.5
1.5
d(in)
5-5
725
S(iu^3)
7.56
13.14
2x10
1,384
291596 _
_ 875__
1.25
._.1.1.._.
1.15
1.5
9.25
21.39
2x12
1,258
39,798
875
1.25
1.0
1.15
1.5
11.25
31.64
4x6
1,635
28,854
875
[1.25
1.3
1.'15
3.5
5.5
17.65
4x8
1,635
50,136
875
125
13
'115
3.5
7.25'
30466
4x10
1,509
75,335
'
875
1gl7.7T-15
'1125
E351
3:5
'925
49.91
4x12
1,384
102,148
875
1
31.64
1.15
3-5
11.25
73.83
.Doue Fir Larch #1
2x6
]Fb(Psi) Mall(in-#)
1;869 14,132
FbCD
1000
125
CF
1.3
Cr
1.15
b(in)
1.5
d(in)
5.5
7.56
2x8
1,725
22,668
1000
125
" 12
1.15
1.5
725
1114'
2x10
1,581
33,824
1000
b(in)
1.1
1.15
.1.5
9:25
21.39
2x12
4x6.
4x8
1,438
1,869.
1,869
45,483
32,976
57,299
1000
1000'
600
%1.25
125
125
1.0
13
.1.3
1-15
1,15
1.I5
1.5
3.5
3.5
11.25
5.5
725
31.64
17.65
30.66
4x10
1,725
86;097 ,'
1000.
125
L -12
1 1.15
2210
925
49.91
4x12
1,581
116,741
1000
.125
I.
'1125
E351
17006
31,838
Floor Joists at or less than 24"
oc.
rb'(ps)
N4aU(in-i)
Fb
CD
CF
Cr
Doug -Fir Larch #2
d(in)
S(in^3
2M6
1,495
11,306
1000
1.0
1.3
Fb'(P�� M�(m-
1.5
5.5
CF
Cr
b(in)
d(in)
S(in^3
2x6
1,308
9,893
875.
1.0
1.3
1.15
1-5
5.5
7.56
2x8
1,208.
15,867
875
1.0
11.
1.15
1.5
1.25'
.13.14
2210
1,107
23,677
875
1.0
1.1 '
1.I5'
I.S.
9.25
2139
2112
17006
31,838
875
1.0
1.0
1.15
1.5
.11.25
31.64
4x6
1,308
.23,083
875
1.0
1.3
1.15
3.5
5.5
17.65
4x8
1,308
40,109
875
1.0
1.3
1.15
3.5
7.25
30.66
---------4Y1-0-
-1-2��--
---6.",250-------8?5--
13925
49.91
4x12
1,107
81,719
875
1 tot:7-
1,15
3.5
1125
i 73.83
rb'(ps)
N4aU(in-i)
Fb
CD
CF
Cr
b(in)
d(in)
S(in^3
2M6
1,495
11,306
1000
1.0
1.3
1.15
1.5
5.5
7.56
2x8
1,380
18.13'4
1000
1.0
1.2 '
1.15
1.5
7:25
13.14
2x10
1,265
27,059
1000
1.0
1.1
1.15
1.5
9.25
2x12
1,150
36,387
1000
1.0
1.0
1.15
1.5
1125
.21.39
31.64
4x6
1,495
26,381
1000
I.0
1.3
1.15
3.5
5.5
17:65
4x8
T,495
45;839
1000
1.0
.1.3
1.15
3.5
7�
30.66
4x10
1,380
68,878
1000
1.0
1_1
I.15.-5
925
49.91
' . .
p��o
[] ��
and SURVEyOM av
'mmu.m` ' (510) 671-1069 --------
USA -^^.~~ ^~omm�92'
)
JOB NO.
/ .
~~.��`' �.`~~_���_�____ 3HEET
. . . _ _' '�-.
'
' |8nIo""" "/lo=.m.;./^...
.
ve load
Cd=1.0 axial
stud length df/hf stud df standard.
df#2
dfgl
7.00
47.3061
66,899
7.25
47,093
-66,532
7.501.
46,868
q
6 6,144
7.751 1
462632
65,735
8.00,
46,383
-65,304
.8.251
46,122
64,850
64,374
8.7 5
45,560
63,873
9.00
45,259
63,349
9.25
44,614.
62,225
10.00
43.909
60,999
10.25
43,534
60,34.8
10.50
43,144
59,671
10.
42,738
58,970
11.
42,317
-58,244
11.25
41,881
57,494
11.50.-
41,429
56722
11.75
40,963
55,929
12.00
40,482
55,116
12-§
39,988
285
12.50f
39,480
53,438
12.751
-38,960
52,576
13.001
38428
51,702
13.75.
36,772
49,028
14.25
3 5,63-0
47,225
35,051
46,323
-14.75
34,468
45,425
is. 0
33.883
44,531
15.25
33,297
43-644
32,711
42,765
15.751
32,127
41,896
1
31,544
41,037
10.231 1
-30,9615
40,191
16.50
3,9,357
-EEtM,390
16.75
29,820
.38,537
17.001
29,256
37,731
17.25
36,941
17.50
28,149
36,166
17.75
27607
35,407
18.00
27,073
34,664
18.25
26,548
33,937
18.50
26,031
33227
18.751
25,524
32,533
19-001
25,027
31,955
19.25
31,193
19-50
24.06
'10,548
19.75
23 592
29918
I Tt> 6 USED..".Fr}: " • rLCUZ�I1TtNG :DEAD LADS Lf!\'G SYSTEM
Wit' ou:
FOR.'L'}. ceiling
'Jc `.LyOA l:;EFER=7O._LOli:AL BUILDING CODE - 1,n�•:f
:lil.h ceiling (be sure to add weigh, of ce'lltib) 1.5psf
CEILIINCS
COA i F't7l. I i r
C?N.:=>;OOFIhG;.: '" i ! Acoustical fiher. fife
2=151 b, io901b..;:<.; .-.� 1.Opsf
9U`fb. is "
1.75psf V2 in. gypsum board 2.Opsf
rw . 2.2psf �•n ih, gypsum board
`'an d .gra-ve!:.. °•` 5.6psf P!astet ('1 in. thick) 2. ;psf
-. 4 �. '. and �ave1 {- :.: ;,::.:; 4 8.0psf
_ P y ✓; - 6.Opsf . Metal suspetisi6h system Spsf
Y 5 gly6d' irdv (` T ` `, 6:5psf I WooJ`suspensiun system
,RIGID'LV5ULf1]4.01�! l.. i FLOORS 2;Opsf `i
Terrilock { (1 iri thick) 1.2p.sf Hardwood ('Nom;inal 1 in.)
� Cort i 3.8ps( _ I
(1: in. thio.i; Concrete (1 1/2 ih. thi
) 0.7psf ck);
Goid Bond j (11,n- th'i'ck) 1.5psf I Regular. , r
Styrofoam....... • t1 in':,thick) 0.2psf. L}ghtwe.}gNf ps
.:Eoam' I;a�s::;;:,..... A ( 12.Spsf
g I ("i iii. thick) 0.8psf Linoleum or sat the 1.5 sf
Rigid Fibergta�s (1 in:'thiek).:1.5psf 1/4 in. ceramicAr,q Jity the 10.Opsf..
ROLL' OR.`•B_` . INSULATION I `'
.T _ ` FRAMIN..G, MEMBERS L Zf)
Kock Woil (1 in.thiek) 0.2psf ! 1 iP
Glass Woo} I �omina, _. )oist'S acin
I (1 in, thick) 0.3psf'-�.�\ p R
AL?JL ` i• 0APsf j 2Ix4 I.�ln. 16 in. 24 in. !
psf' 1.1 as, 0.7ps f
. ROOF SHL•n � HIIV•r3' , f :/ .
} 2x6• _
in. plywood. 1.1psf ! 2 xd 2.2psf 1.7psf 1.1psf .
'/2 in. plywood .: I 1.5 sf 29psf . 2.2psf 1•-;=cf
P 2.X 10
5/8 in. plywood:;: I 1.8 sf (•` 3.7psf 2.8psf .1.9psf
< ood.•., . p 2 x 12 4:4 sf I
/ n. plyNv I 2.2 sf = P• 3, psf .2.2ps(
1 /s in. plywood.' 3.3 sf '�;:1' .,t.,wIti' :. w
1 n::;heathin (nominal) P � ,:,:.,,. �' ..6 •; 5;up
E. ( I 2.1 psf _+ ! s r -:?n' ` 4 x 8,;� I
2.;n. deckil� t ..... : r,:;:6:8p1f
g' I 4.2ps. Y 4 x 10'-.,,' ''e'6olf',,
3 in, decking r I
b I. 6.8psf 10.4p)f,
4 r,. circ ging. Q 3p`f
ATYPICAL LOAD XALCULATION � I'
ti1;rLLLA:\'SOUS D�GY.ING jvMATERIALS I
Tea•:um ' (1 in. thick) 2.Opsf LivE'loa'd: • . _`/s!�- ft.
InVITOCk I Dead.lo,4d: finish . _ #/s ft.
! (1 in. thick) 2.7psf dedking' =1sq. ft.
i'oufiep $YP'suiii (1 in. thick) 6.5psf "'i�risufation#/sq, ft.
*-i
- 1culife conCret6' ' (1 in. thick) •2.6psf
'.UGATED. GALVANIZED STEcIr ,' .'' -,.truss" =`/sq. ft.'s '+
ceiling
/s
= #. ,ft.
.. ^::c -? }t✓: .l:'.:�s�:•6i a ij psf , _other `.`. '^!L�-S_g�r.:t.•,.I.�,. 'Typical.F[or:Trus. ... 2.9
6.V psf per foot 5.0 # /+f..t:.2gTl
.ps` ri g ht
..
,
r r.. dtCOPS
.:... .: Cv'' `➢�aF1' I' k. + �`[ir t � OR' COCTI �: " %•
-
'"`^.• ..��:� � ' 1 .. .1 111 � • 1
Weights of Building Materials — Pounds Per Square Foot
rPSF1
CEILING
FLOOR cont.)
Acoustical fiber board t'1
1
Hardwood flooring, 7/7 -in
4
Suspended steel channel system t't
2
1/4" linoleum or asphalt tile
1
Suspended wood channel system
2;5
BCI/AJS0 joists @ 16" o.c., 3/4"
10
2x8 ceiling joists @ 16" o.c., R-49
insulation,
7
sheathing, 1/2",gypsum board
1/2" gypsum board
"
3/4" Gyp -Crete topping
6.5
1 Plaster
8
Carpet & Pad
2 0
1/2" gypsum board "�
2.2
Waterproofing Membranes
5/8" gypsum board
2.75
Bituminous, smooth surface t't
1.5
Liquid applied
ROOF
Fiberglass shingles
3
SHEATHING
Asphalt shingles t'�
2
11/32" or 3/8" Plywood — OSB (3)
1.0 - 1.2
Wood shingles t't
3
15/32" or 1/2" Plywood - OSB (3)
1.4 - 1.7
Spanish clay tile (')
19
19/32" or 5/8" Plywood - OSB (3)
1.8-2.1
Concrete roof tile
12
23/32" or 3/4" Plywood - OSB (3)
2.2-2.5
Composition Roofing:
7/8" Plywood - OSB (3)
2.6-2.9
Three-ply ready roofing t'�
1
1 1/8" Plywood - OSB t3�
3.3-3.6
Four -ply felt and gravel t't
5.5
1/2" cementitious backerboard
3
Five-ply felt and gravel t'�
6
1-1/2" softwood T & G decking
4.6
20 gage metal deck t'�
2.5
18 gage metal deck t't
3
FRAMING
0.05" thick polyvinyl chloride polymer
4)
0.35
2x4 @ 16" o.c.
1.1
membrane
2x6 @ 16" o.c.
1.7
1" fiberglass batt insulation
0:04
2x8 @ 16" o.c.
2.2
1" loose fiberglass insulation
0.04
2x10 @ 16" o.c.
2.9
1" loose cellulose insulation
0.14
202 @ 16" o.c.
3.5
1" rigid insulation t't
1.5
Blowing wool insulation R-38 (16"deep)
0.62
3/16" slate t'�
1/4" slate t'�
7
WALL
Single -ply (no ballast) t'�
10
0.7
5/16" x.7-1/2" fiber cement lap siding
t't
3
Single -ply (ballasted)
11
4" clay brick
1/4" ceramic wall tile t't
39
3.1
Dry gravel
2x8 rafters @ 16" o.c., fiberglass
8.7
8
1 3/4" Cultured Stone'
12
shingles, 15# felt, 3/8" sheathing
2x4 studs @ 16" o.c., 5/8" gypsum,
(')
11
Skylight: metal frame w/ 3/8" wire glass t't
8
insulation, 3/8" siding
2x6 studs @ 16" o.c., 5/8" gypsum,
12
FLOOR
insulation, 3/8" siding (')
1" reinforced regular weight concrete
12.5
Wood or steel studs, 1/2" gypsum board
each side
8
— '" p'a;,n iig tweig t coiicrete-('.)— ---
7/16" cementitious backerboard
8- ---
Exterior stud walls w/ brick veneer
48
Ceramic or quarry tile (3/4") on 1/2"
3
16
Windows: glass, frame and sash t't
Stucco
8
mortar bed c t
10
- Ceramic or quarry tile (3/4") on 1" mortar
23
Log Wall: 10" diameter
Glass Block
28
bed t't
1" mortar bed
4" thick - standard (hollow)
20
1"slate t't
12 .
3" thick - standard (hollow)
1 g
3/8" marble the
15
4" thick - thick face
30
3/8" ceramic floor the t't
4.7 6
3" thick - solid glass block
40
Tech Note GE -1
A
,Id
(.. TABLE 2.17
SECTION PROPERTIES FOR SAWN LU FIBER AND T ILYIBER2'b
-Standard X -X AxisY-Y Axis - Y
'.. . Dressed -_._.Area Moment _.---- _._.._-.___--- ,_----._._--g_.._. � ._.... ..__._._....._ _-- - - -
Nominal ' Siie Moment Board - - -- - - -
of of Section of Section Measure. Wei ht in ounds r linear foot of piece when
Size (S4S) Section Inertia Modulus Inertia Modulus per weight of o�od per cubic Coot equals:
bxd bxd �A ! S !
in. in. in .2,., 4 1 S Lineal 25 30 35 40 45 50
in. in. in.' in.' Footcf
P pcf pcf pcf pcf pcf
FI.x4
} x 2} 1:875 0.977 0.781 0:088 0.234
9x3} 2.625 2.680 1.531 0.123 0.328 }0.326 0.391 0.456 0.521 0.586 0.651
} x 5} 4.125. 10398 3.781 0.193 0.516 }0.456 0.547 0.638 0.7290.820 0
}x7} . 5.438 \ 23.817 6.570 0.255 0.680 } 0.716 0.859 1.003 1.146 1.289 1.
} x 9} 6.938 49.466 10.695 0.325 0.867 # 0.944 1.133 1.322 1.510 1.699 1.888
1 x 12 ix -Ill 8.438 88.989 15.820 0.396 1.055 I$ 1.204 1.445 '- 1.686 1.927 2.168 2.409
1.465 1.758 2.051 2.344 2.637 2.930 .
2 X 3• 1} X 2} :3,750 1.953 1.563 0.703 -0:938-
2 X 4'- 1} X 3f:* .. 5.250.: 5.359 3.06 0.9_84 _ 1 } 0.651 0.781 0.911 1.092 1.172 1.302
�._
2 X 6• 1 } X 51 : ` 8.250 0.797. • } 0.911 QL094 %1.276 1.458 1.641 1.823
'r.� .. l 47 , ..1. 1 432... 119_...,2.005-) 2.292 2.578 2.865
2 x $• ' 1 } X 7} -1 .825 . ; .635
2 X039 ;j> 1 } 1.888 2.266 4.fi 1. 3.021 3.398. 3.776
4x10 :.1#.X.'9#^c x:93 .. 2.602 3.469 1
2 x 12• ' Ilk 11}',: , Ib` 82 i )979 } 2.409 2.891 3.372 3.854 4:336 4.818
2 x 14h 1}.X 1
lft4 219 2 2 .930. 3.516 4:.02 4.688 5.273 5.859
::...,_.,3}.: 19.875.:', <: 290:775 r 3.727 4.969 21 3.451 4.141 4.831" 5.521 6.211 6.901
3X4 4 . } c`3}`.. r::J 8.750. ; 8.932 5.104 < 4; 557. 3.646 1 1.519 1.823 2.127 2.431 x.734 3.038
3 x 6:... y;:2}iZ.5} 1:. 19.750' . 34.661 12.604 7.161 5.729 1} •. 2.387 2.865 3.392 3.819 9.299. 4.774 --
3 x 8 33:33 ; 2} X 7}.: ;j 18,125 _ 7,9.39.1' 21.901 9.440 7.552 2 3.147 3.776 4.405 5.035 5.664 6.293
3x 10 ..` :: 2'£X;9};:;.' .23.125 64;886 35.651 12.044 9:635 2} '4.015 4.818 5.621 6.424 7.227 8.0
\; .
30
3X 12 .2# X' 11} 28.125 )29166.631 52.734 14.648 11.719. 3 4.883 5.859 6.836 7.813 8.789 9.766
1.
3X 1x 1 ` 2} X 13.' 33:145 : 4 .625 73.151 17.253 13.802 31 5.751 6.901 8.051 9.201 10.352 11.502 '
"- i J6 ' 2#it 15} 38.125 ..738.e70 96.901 19.857 15.885 4 \ 6.619 7.943 9.266 10.59
' \ 0 1 11.914 13.238
i'
4 x 4 3} x'31 12.250 12.505- 7. 46: 12.05 7.146 I} 2.127 2.552 2.977 3.403 3.828 4.253
4 x 6 3# x 5} 19.25Q- '48.526 19:65 11 5 2 , 3.342 4.010 4.679 5..347 6.016 6.684
4 x 8 • - 31 X 71 .. 2 111.148, 0' 2.904 14.802 2} 4.405 5.286 6.16£3 , , 7.049 7.930 8.811
4X 10 31 x 91-r 3q 230:890 1' 33.049 18.885 31 : ' 5.621 6.745 7.869 -8.938 10.117 11.241
,- y ::.
4x 12 3} X 11} 3 .37:6 15.8 73:628 40.195 22.969 4 6.836 8.203 9570 10.938 12.305 13.672
�._ 8
4x 14 3# x 13}. 675 :..67.76 102.41.1 47.340 (27'052: ' 4} 8.047 9.657 11.266 12.877 14.485 16.094
4 x 16 31 x 15} 53.375 .1,634.418 135. 61 4.487 31.'13 5# 9.267 11.121 .12.975 14.828 16.682 18.536
6 x 6 5} X 5# 30.250 76.255 r7 7 76.2,50 27.729 I 3 5.252 6.302 7.352 8.403 9.453 10.503
6 x 8 5} x 7} 41.250 193.379 - 1r
56 -r. 103.984 37.813 ! 4 7.16! 8.5_94 10.025 11.453 12.391 14.323
XX
]0 5#x9# ' '52.25 X32:,963<
' 131.714 47.896' 5 9.071 16.885 12.700 14.514 16.328 18.14::
x12 5}x.11} _6. _69.7:068- .,:1\159.443 57.979•.. 6 10.981, 13.177' 15.373 17.569 19.766 21.961:
6 x 14 5} x 13} . 74.25 12.,":67^�....3• 187.172 68.063 7 12.891 15.469 _ lk-.047 , 24.625 23.203 25.7816x 16 5# x 15# 85.2.50 1,706.7769 214.901 78.146 8 14.800 -17.760 20.720 23.681 26.641 2960'! 6x 18 5# x 17# 96250 2,456.3809 242.630 88.229' 9 16.710 20.052 23.394 26.736 30.078 33:4266 x 20 5# x 19} 107.250, 3,398.484 .f18 270.359 98.313 10 18.620 22.344 26.0,)8 29.792 33.516 37.240
6 x 22 51 x 211 118.250' 4,555.086 423.729 '298'.088 108.396 11 20.530 24.635 28.741 32.847 36.953 41.059
6 x 24 51 x 231 129.250' 5,948.191 506.229 325.818 1i8.479 12 22.439 26.927 31.415 35.903 40.391 44.878
F8 x 8 7# x 7} 56.250 263.672. -�10 X13 . 63.672 70.313-
-7-1
0.313 5j 9.766 11.719 13.672 15.625 17.578 19.531
L0- 7} x9.}� 7 L:250- =535:859- I l - �72
33:984=�-89-063- -����-6#- -12 370- 14:844 17-318- -19'792" '22`.266 `24"74086.25 50 547__ fi� 404.297 107.813 8 14.974 17.969 20.964 23.958 26.953 29.948
14 71 x 131 101.250. 1,537.734' '-.227 13 474.609 126.563 9} 17.578 21.094 24.609 28.125 31.691 35.156
8
'671 x 151 116[250 2,327.422 300.13 544.922 143.313 10j 20.182 24.219 28.255 32.292 36.328 .40-365
8x 18 7}x 171 131.250 3,349.609 y382.813, 615.234 169.063 12 22.786 27:'3'19' 31.901 36.95P, 41.016 45.57--
8
5.57:
8 x 20 7} x I9} 146.250 4,639.292 475.313 684.547 182.813 131 25.391 30.969 35.547 I 90.625 95.703 50.78-
8
x 22 71 x 211 161.250 6,211.484 577.$13 755.859 201.563 141 27.995 33.594 39.193 44.792 50.703 5F.99J I
8 x 24 71 x 231 176.250 8,111.172 690.313. 826.172 220.313 16 30.599 36.719 42.839 48.953 155.078 61.18
`n .• , n nt v of on 9Fn f.7R '7F,-, 149 ROC,, 67R 7 r
149 cor, al
LAUGHLIN and SP CE PROJECT
CIVIL ENGINEERS and SURVEYORS
1008 LIVE OAr BOULEVAK6BY '
YUBA CI Y, G 95991 (nod 67T -loos DATE
.0 (530) 671-0822 _ -
JOB NO.
SHEET
4x8 post allowable axial dead + live load
Cd=1.0 axial
stud length dWstud df standard df#2 df#1
(R) 1 (lbs.) (ibs.) (lbs.) I (lbs.)
]bs.)17,544 18,866
- 7.251 16 637
7.50 '17869 .
15,780 16,930
7.75 14 972
8.00 16,049
'8.25 14 12 15,222
8.50 13,499 14 449
8.75 12,831 13,725
9.00 12,205 13,048
9.25
11,619 12 416
9.50 11,070-
11 824 .
9.75 10,555 11,270
10.00 10,073 10,752
10.25 9,621• 10,266
10.50 .91197 9 811
10.75 8,799 9,383
�l 11.00 8,425 8,982
j 11.25 8,073 8,605
11.50 7 741 8,250
11.75 7,429 7,916
12.00 7,13-5 7,602
6,857 ' 7,305
12.5 6,595 7,024
12.50 6,347
1.2.75 6,759 •
13.00 61'12 6,508
13.25 5,890 6,271
13.505 679
13.75 5 479 5,833
14.00 5,290 5,631
14.25 5,110 ^ 5,439
14.50 4,938 5,256
14.75 4,775 5,082 .
15.00
4,620 4;917
15.25 4,472 4,759
4,3321 4 609
15.75
15.50 4,.197 4,466
069
16.00 4, 4,329
16.25 3,946 4,198
_ 16.50 3,829 4,073
16.75 3,717 3,954
17.00 3,609 3,839
17.25 3,506 3,730
17.50 3 408 3,625
17.75 I 3,313 3,524
18.00 3,223 3,428
- 3;
18.25 136
- _ _ - ---3;33-5- -
3,052
18.50 3,246
18.75
2,972 3,160
-� 2, 894 19.00 3,078
19.25 2,820 2,999
19.50 2.749 2,923
19.75 2,6802,850
20.00 2,614 2,779
2,550 2.71 1
4011 Sierra College Blvd., Loomis, CA 95650
Phone (916) 652-4655 Fax (916) 652-3860
5033 Feather River Blvd., Olivehurst, CA 95961
Phone (530) 743-8855 Fax (530) 743-8856
"Serving The Best Builders" WWW c,,nHnMFWOOD_C�
Irimtoss caic Submi4ottal
Client -
Project: - -
80 x 200'
± Pole Barn
Live Oak, -Ca
Truss Designer: Tracking / Work Order #:
Bryan Wagner 0390716
brvanwCcDhomewoodtruss.corh
Phone- (530) 743-8855
11 .
11 r
TF !7 PI Yl
L
70.0 i
T2F (2 PLY)
T1 (2 PLY) T2 2 PLY
T1 (2 PLY) T2 (2 PLY)
V
C
T1 (2 PLY) T2 (2 PLY
T1 (2 PLY) T2 (2 PLY) .
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 2 PLY
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
Q
0
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
0
T1 (2 PLY)' "_. _- .. T2 (2 PLY) '
T1 (2 PLY) T2 (2 PLY)
Ti (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
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0
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
• .,.
- T1 (2 PLY) _. T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
T1 (2 PLY) T2 (2 PLY)
N
O
T1 (2 PLY) T2 (2 PLY) b
T1 (2 PLY) T2 (2 PLY)
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L
70.0 i
ALPINE
• ..v nw Ccerw,• •
Engineering eJob
8/25/2016
This eJob is prepared exclusively for:,
Homewood Truss (5824)
PO Box 5010
Marysville, CA 95901-8501 '
Work Order: 0390716 -
Job Customer:. OMC #
Job Name: 80'x 200 Pole barn
Job Address: 12236 Robertson
.Gridley Ca.
Alpine ID: T541591.J570268
I hereby verify that this document was prepared by me or under my direct supervision and that
I am a duly Licensed Professional Engineer. I am responsible for the design of each
component detail only -- not for the proper manufacture'of the components.
P
This document is no longer valid if any modifications are made -to it .
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
F .
ALPINE
Engineering eJob
8/25/2016
Table of Contents
Page 1
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
t
t
t
ALPINE . .
�� ,LV ITL4 CCY.CVi1' , r
Engineering eJob
8/25/2016
Truss Engineer Design Responsibilities
The engineer's signature on this design certifies that the individual component depicted, if built
with the materials and to the placements and tolerances specified, will bear the loads shown
on the drawing. Users of the component are responsible for determining that any as -built
component conforms to the design. The loading and dimensions specified have been provided
by others and have not been verified by the signing engineer. The building designer is
responsible for determining that the dimensions and loads for each component match those
required by the plans and by the actual use of the individual component. The building designer
is responsible for ascertaining that the loads shown on the designs meet or exceed applicable
building code requirements and any additional factors required in the particular application.
The engineer's seal on the attached component designs indicates acceptance of professional
engineering responsibility solely for the design of the individual component assuming that the
loading and dimension requirements areas represented to the engineer. The suitability and
use of this component for any particular building is the responsibility of the building designer in
accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not
responsible for anything beyond the specific scope of work set forth above, including but not
limited to, the loading factors used in the design of the component, the dimensions of the
component, the transfer of lateral loads from the roof and/or forward to the shear walls down to
the foundation, connection of the components to the bearing support, the design of the bearing
supports, the design and connection to the shear walls, the design of temporary or permanent
building bracing required in the roof and/or floor systems, transfer of vertical loads down to the
foundation, the design of the foundation or analysis in connection with the roof and/or floor
diaphragms of the building. This is a high quality facsimile of the original engineering
document. A wet or embossed seal copy of this engineering document is available upon
request.
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
• r
ALPINE
,c� i tw [ix.Far i
1
Engineering eJob
• .8/25/2016
r •
Required Details*
Other Available Details*
http://www.itwbcg.com/trussconnections.12h12
*Sealed versions of these details are available upon request.
Alpine, a division of ITW Building Components Group Inc.
2820 N. Great Southwest Pkwy.
Grand Prairie, TX 75050
800-521-9790
' I
c
t
,
1
- r ♦ f
iJOb Name: 80'x 200 Pole barn Truss ID: T1 Qtv: 52
BRG X -LOC REACT SIZE REQ'D
1 0- 4-12 7927 9.50 4.23"
2 69- 4- 8 7814 9.50" 4.17"
MAX DEFLECTION (span) :
L/646 MEM 3-4 (LIVE) LC 1
L. -1.28" D- -1.53" T= -2.81"
EX.WB DEF CRITERIA:L/120
IN MEM 20-10; T- 0.00"
=1__
_= Joint Locations -
0- 0- 0 11 0- 0- 0
2 9- 9- 0 12 9- 9- 0
3 16- 6- 0 13 16- 6- 0
4 24- 8- 0 14 24- 8- 0
5 31- 6- 0 1S 31- 6- 0
6 40- 0- 0 16 40- 0- 0
7 48- 6- 0 17 48- 6- 0
8 SS- 4- 018 5S- 4- 0
9 63- 6- 0 19 63- 6- 0
10 69- 9- 4 20 69- 9- 4
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. DUR. CSI
1-2 -24304 1.25 / 4921 1.60 0.81
2-3 -22261 1.25)/ 4555 1.61 0.66
3-4 -19115 1.25)/ 4045 1.60 0.66
4-S -16275 1.25)/ 3615(1.60 0.46
S-6 -12747 1.I5 3020((((1.60 0.49
6-7 -12717 1.25 % 2989 1.60 0.52
7-8 -13872 1.25 / 3134 1.603)) 0.38
8-9 -13598 1.25 / 2949 1.60) 0.46
9-10 -9656 1.25)/ 2080(3.60) 0.29
BC COMP. DUR. / TENS. (DUR. CSI
11-12 -5118 1.66 / 23329 1.25 0.83
12-13 -S123 1.60 / 23321 1.25 0.82
13-14 -4569 1.60 / 21253 1.25 0.74
14 -IS -3874 1.60 / 18185 1.25 0.61
13-16 -3277 1.60)y$j})/ 15469 1.25 0.54
16-17 -2792 1.60)/ 13235 1.25) 0.47
17-18 -2786 1.60)/ 13003 3.25) 0.45
18-19 -2133 1.603/ 9502 1.253 0.36
19-20 -198 1.60 / 394 1.60 0.06
WB COMP.(OUR.)/ TENS.(OUR.) CSI
2-12 / 621 1.25 0.13
2-13 -2143 1.25)/ 665 1.60 0.44
3-13 -54 1.60 / 1363 1.25 0.28
3-14 -3456 1.2S / 792 3.60 0.75
4-14 -244 1.60 / 2010 1.25 0.41
4-15 -3743 1.25 / 836 1.60 0.86
s -1S -433 1.60)/ 2901 1.25 0.59
S-16 -4866 1.25)))/ 1140 1.60 0.96
6-16 -979 1.60 / S067 1.25 0.32
7-16 -1669 1.2S / 548 1.60 0.88
7-17 -8 1.15 / 601 1.25 0.12
8-17 -105 1.60 / 331 1.25 0.07
8-18 -1697 1.25 / S16 1.60 0.30
9-18 -725 1.60 / 3944 1.2S 0.80
9-19 -4463 1.25 / 1142 1.60 0.49
10-19 -2131 1.60 / 10341 1.25 0.66
10-20 -7697 1.25 / 1718 1.60 0.33
TC 2x8 DFL #2
BC 2x8 DFL SS
WEB 2x4 DFL STANDARD
2x6 DFL #2 5-16
2x4 DFL #1 & Btr. 16=6, 19-10
k2 , DFL #2 20-10
WEDGE 23c*6 DFL #2
Kcr (creep factor) - 2.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent moving BCLL.
CAUTION persons installing trusses should
retain a local engineer for proper lifting,
handling and bracing per TPI/BCSI.
The design of temporary & permanent bracing
is theresponsibility of the engineer of
record for the project. ITWBCG has
engineered this individual truss design
only, and is NOT the engineer of record for
the project. Due to the magnitude of these
i
trusses, it s strongly recommended that
the engineer of record be retained to
supervise the erection of this component.
PLATING BASED ON GREEN LUMBER VALUES.
End verticals are designed for axial loads
only unless noted otherwise.
2 -PLY! Nail w/lOd COMMON sta22ered(pper NDS)
in: TC- 8 BC- 2 -WEBf- 2 PER F00T!"*
Cluster screws, if shown, are 3" long.
Web 20-10 requires 3/FT nailing.
Not designed for attic storage unless
noted otherwise.
®Web bracing required at each location shown.
Refer to SCSI for proper required lateral
restraint. For alternative web bracing,
see ITWBCG's standard detail's
Designed -per ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designedfor an FcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IRC/IBC truss plate values are based on
testing9 and approval as required by IBC 1703
and AN and are reported in ESR -1118.
+ + + + + + + + + + + + + + + + + + + + + +
Unrestrained horiz. LL deflection - 0.33 "
+ + + + + + + + + + + + + + + + + + + + + +
Spans greater than 60 feetrequire
a Registered Design Professional to design
and inspect all Temporary and Permanent
Individual Truss Member Restraints and
Diagonal Bracing and assure it is
installed properly.
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads and
point loads converted to PLF loads only.
Concentrated loads shall be distributed to
each ply equally. Multi -ply with hangers are
based on hanger nails using 3.0" nails min.
into the carrying member.
If shown, use additional fasteners for point
loads from the back plys, distributed symm.
in the chords, within 12" of hanger flange.
===I i 40-0-0 29-9-4
2-PLYS 1 2 3 4 5 6 7 8 9 10
REQUIRED
1
3.25
12X12
12X12
5X6
12X12
5X6
3X6 5X6 5X6 5X6 6X8
13010
W:908
R:7927
U:-1720
0 69-94
-3.2
10X10
5X6 11-7-2
10X12 ISHIP
34-14
Thisdesign based on chord bracing applied
per the following schedule:
max-o:a. from to
TC �32,.00� 0- 0- 0 69- 9- 4
BC '96.00) 0- 0- 0 69- 9- 4
UPLIFT REACTIONS) .
Support C&C Wind Non -Wind
1 -1720 lb
2 -1675 lb
HORIZONTAL REACTIONS)
support 1 S54 1b
support 2 554 ib
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location - Not End Zone
Exp Category C
ld Length 4 0 ft Bldg Width 30.00 ft
B g Le g 0 0 g
Mean roof height - 15.73 ft, mph 110
Occupancy Category II, Dead Load a 7.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 488 sqft
Vertical members exposed to wind: 20-10
IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER
AMOUNTS SHOWN shall BE INSTALLED FROM THE
FRONT AND BACK FACE EQUALLY(TOTAL NAILS =
DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS.
10d - 10d NAILS, SDS = Simpson SDS screws
or equivalent substitute.
(') - Special Connection Req. (by others)
NAIL pattern shown is based on:
10d BOX 0.128" dia. x 3.0" lo nq nail
10d COMMON - 0.148" dia. x 3.0" long nail
16d BOX 0.135" dia. x 3.5" long nail
16d COMMON - 0.162" dia. x 3.5" long nail,
+ + + + 4. + + + + + + + + + + + + + + + + +
5X6 5X6 7X10 3X8
11 12 13 14 15 16 17 18 19 20
B2 Q� SSIQA
w:soe Tq
&_�ZjR:7814
U:-1675 Q
No. C 72160
TYPICAL PLATE :7X109rCMI �P
FOF CA►aFO�
All connector plates are ALPINE Wave 20 ga., unless preceded by "H* for High Strength 20 ga., 'S' for Super Q
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates p/25/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
"*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: OMC
(C4)
"*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Dri ve_.M_0390716_L00007_300001
W0: Drive -M -0390716-L000
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
#LC 113 WT/PLY: 767
Selcry Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless
Dsgn r : BW =
v V rN
noted omerwiae. top chord shag have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. locations shown
TC Live 2D. QD psf
P
Li veDu r L=1.25 P=1.25
O
for permanent lateral restraint of webs shag neve Dewing installed per BCSI sections 83. 87 or 870, as applicable. Apply plain to each face of truss and
position as shown shwa and on the Joint Details repont uNess noted otherwise.
TC Sr10W(Pf) 0.00 psf
$nOwDur L=1.15 P=1.15
L�//UI IILII_� IlLllf�\\\v1111111�r�
Alpine, a division or ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the mrss in
TC Dead 7.00 psf
Rep Mbr Brill / Comp / Tens
AN ITW COMPANY
conformance will ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Prairie, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 5.00 psf
O.C.Spacing 7- 0- 0
DesignerperANSI/FPII Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and these web sites:
m
ALPINE: www aloineln„ea:TPcw.wvtninstom WrcA:wwwabnndustrvoto:ICC:wwvvImayfeora
Bldg Code: CBC -2013
DEFL RATIO: L/240 TC L/24
lJob Name: 80'x 200 Pole barn Truss ID: T2 Qtv: 52
BRG X -LOC REACT SIZE REQ'D
1 0- 4-12 1286 9.50" 1.50"
2 10- 0- 6 1118 4.75" . 1.50"
MAX DEFLECTION (s an) :
L/774 MEM 1-2 (LIVE) LC 1
L. _
0.15'• D= -0.15" T- -0.30"
EX.WB DEF CRITERIA:L/120
IN MEM 4- 2; T- 0.00"
�= Joint Locations
.3 0- 0- 0 3 0- 0- 0
2 10- 2-12 4 10- 2-12
CRITICAL MEMB(ER FORCES:TC 11 (( ))
1-2 -396<1. / TE223(1. 0 61
BC COMP. DDR.)/ TENS. DUR. CSI
3-4 -156<<1.60)))/ 510(<1.60)) O.SO
CSI
2W4 C-991(1u2i)/ TENS
616(1u66 0.07
TC 2x8DFL #2
BC 2x6 DFL #2
WEB 2x6 DFL #2
Kcr (creep factor) 2.00
Refer to Joint QC Detail Sheets for
Cq factors and RoLaLional Tolerances.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200# non -concurrent proving BCLL.
PLATING BASED ON GREEN LUMBER VALUES.
End verticals are designed for axial loads
only, unless noted otherwise.
2 -PLY! Nail w/lOd COMMON, sta$2ered(per NDS)
in: TC- 2 BC- 2 WEBS- 2 PER FOOT!
Cluster screws, if shown, are 3" long.
Not designed for attic storage unless
noted otherwise.
EEEb
2-PLYS
REQUIRED
Designed per ANSI/TPI 1-2007
Fabrication Tolerance - 20.0%
Bearingsdesigned for an Fc Perp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IRC/IDC truss plate values are based on
testingg and approval as required by IBC 1703
and AN and are reported in ESR -1118.
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads and
point loads converted to PLF loads only.
Concentrated loads shall be distributed to
each ply equally. Multi -ply with hangers are
based on hanger nails using 3.0" nails min.
into the carrying member.
If shown, use additional fasteners for point
loads from the back plys, distributed symm.
in the chords, within 12" of hanger flange.
IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER
AMOUNTS SHOWN shall BE INSTALLED FROM THE
FRONT AND BACK FACE EQUALLY(TOTAL NAILS -
DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS.
10d - 10d NAILS, SDS - Simpson SDS screws
or equivalent substitute.
(') - Special Connection Req. (by others)
NAIL Pattern shown is based on:
10d BOX - 0.128" dia. x 3.0" long nail
3.25
This design based on chord bracing applied
per the following schedule:
max o.c. from to
TC 32.00" 0- 0- 0 10- 2-12
BC 96.00" 0- 0- 0 10- 2-12
.• 'UPLIFT RF.ACTTON(5)
Support C&C Wind Non -Wind
1 -536 lb
2 -584 lb
HORIZONTAL REACTION(S)
support 1 665 lb
support 2 665 lb
This truss is designedusing the
ASCE7-10 Wind Specification
Bldg Enclosed - Yes,
Truss Location Not End Zone
Exp Category = C
Bldg Length = 40.00 ft Bldg Width - 30.00 ft
Mean roof height - 11.139 ft, mph 110
Occupancy Category II, Dead Load = 7.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 72 sgft
Vertical members exposed to wind: 4- 2
3 -143-6-6
SHIP
X4
T. r�
B1
w:soa
VV:412
w:a, 2
J�
R: t28�6.
R:1118
U:
U:-584
I I 10-2-12 1
3 41
No. C 72160
S'T Clvt%-
�rFOF
CALIFOt"
All connector plates are ALPINE Wave 20 ga., unless preceded by 'H* for High Strength 20 P., 'S* for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
8/25/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewood Trus
""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING!
"*IMPORTANT"
Cust: OMC
DIR: Dri ve_M_0390716_L00007_300001
(C4
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
^
Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and fellow the latest edition of SCSI (Building Component
W0: Dri ve_M_0390716_L000
- #LC 62 WT/PLY: 74
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bmdng per BCSI. UNess
Dsgn r : BW
=
TC Live
20. OD psf
_
Li veDu r L=1 . 2 5 P=1 . 2 5
v V for
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown
i -I n f=1� r� n I�
for permanent lateral webs shag have installed per BCSI sections 83. B7 or 870, as applicable. Apply plates to each face of buss and
I�r�\\\\IL111
ve and n
position as shown above end on me Joint Details report unless naiad otherwise.
report
TC Sr10W (Pf)
0.00 psf
SnowDu r L=1.15 P=1.15
III��t�
L/�/ UI III II�IILIU�I
Alpine, a diviaion of I7W Building Components Group Inc.. shall not be responsible for any deviation from No drawing, any failure to build the thus in
TC Dead
7.00 psf
Rep Mb r Bnd / Comp / Tens
AN ITW COMPANY
conformance with ANSI/TPI 1, or for handling, stepping, installation 8 bracing of trusties.
A seal on this drawing or cover page fisting this drawing, Indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.00 / 1.00 / 1.00
2820 N. Omer SW Pkwy. Grand Prairfe, 7X75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
-
BC Dead
5.00 psf
0. C. Spaci ng 7- 0- 0
Designer per ANSI/rPI l Sec.2
TRUSPLUS 6.0 VER T6.5.20
For mom informegonseethalob'egenerollnotes page and these web sites:
Bld Code:
CBC -2013
DEFL RATIO: L/240 TC: L/24
'
ALPINE: www.elelneitw.eom: TPI: wmv.tdnstom'=A: wnwrebr3ntlus[nr.ero� ICC:3MMMICtsafeora
9
Job Name: 80'x 200 Pole barn Truss ID: T2F Qty: 4
BRG X -LOC REACT SIZE REQ'D TC 2x8 DFL #2 Designed per ANSI/TPI 1-2007 This design based on chord bracing applied
1 0- 4-12 1337 9.50 1.50 BC 2x6 DFL #2 - Fabrication Tolerance - 20.0% - per the following schedule:
2 10- 0- 6 1220 4.75" 1.50" WEB 2x6 DFL #2 Bearingsdesigned for an FcPerp value of the max o.c. from to
MAX DEFLECTION (span) : GBL BLK 2x4 DFL STANDARD - lesser of the truss chord lumber value or TC 32.00" 0- 0- 0 10- 2-12
L/774 MEM 1-2(LIVE) LC 1 Kcr (creep factor) - 2.00 625 for all bearings. BC 96.00" 0- 0- 0 10- 2-12
I.- -0.15" D. -0.18" T. -0.33" IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for UPLIFT REACTIONS) :
EX.WB DEF CRITERIA:L/120 testingy and approval as required by IBC 1703 Cq factors and Rotational Tolerances. Support C&C Wind Non -Wind
IN MEM 4- 2; T= 0.00" and ANSI/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. - 1 -522 lb
Joint Locations - + + + + + + + + + + + + + + + + + + + + + + Loaded for 200# non -concurrent moving BCLL. 2 -482 lb =
1 0- o- o I a- o- o Nail pattern shown is for PLF loads and Permanent bracing is required to HORIZONTAL REACTION(S)
z Io- i -1i a 10- z -Ii point loads converted to PLF loads only. prevent rotation/toppling. See support 1 665 lb
cRTTICAL MEMBER FORCES: Concentrated loads shall be distributed to SCSI and ANSI/TPI 1. support 2 665 lb
TC CQMP,(DUR,)/ TENS.<<DUR.)> CSI
ITC
-ao9(1.60>/ 247<1.z s> 0.66 each ply equally. Multi -ply with hangers are Building designer shall verify gable loads This truss is designed using the BC coMP.(ouR.;/ TENS.(DUR.) csi based on hanger nails using 3.0" nails min. and eave loads, if applicable. ASCE7-10 Wind Specification
3-4 -156C(1.60)/ NS.(I.so) o.s1 into the carrying member. [+] gable bracing required @ 42" intervals, Bldg Enclosed - Yes,
If shown, use additional fasteners for point if exposed to wind load applied to face. Truss Location Not End Zone
WB COMP.R( R. / TENS.(DUR. CSI loads from the back plyys, distributed symm. See IT1sBCG's Gable Bracing Details. Exp Category = C
z-a-9se`1.zs�/ M 1 8 0.06 in the chords, within 12" of hanger flange. PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 40.00 ft, Bldg Width 30.00 ft
IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER End verticals are designed for axial loads Mean roof height = 11.39 ft, mph = 110
AMOUNTS SHOWN shall BE INSTALLED FROM THE only unless noted otherwise. Occupancy Category II, Dead Load 7.2 psf
FRONT AND BACK FACE EQUALLY(TOTAL NAILS = 2 -PLY! Nail w/lOd COMMON, stag2gered(PPer NDS) Designed as Main Wind Force Resisting System
DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. in: TC- 2 BC- 2 WEBS- 2 *PER F00T!s6 - Low-rise and Components and Cladding ,
10d - 10d NAILS, SDS - Simpson SDS screws - Cluster screws, if shown, are 3" long. Tributary Area - 76 sqft
or equivalent substitute. Not designed for attic storage unless Vertical members exposed to wind: 4- 2
(°) - Special Connection Req. (by others) noted otherwise. ----------LOAD CASE #1 DESIGN LOADS ----------------
NAIL pattern shown is based on:Dir L.Pif L.Loc R.Plf R.Loc LL/TL
10d BOX - 0.128" dia. x 3.0" Jong nail TC Vert 224.00 - 0- 6- 0 224.00 0- 0- 0 0.62
_ 10d COMMON - 0.148" dia. x 3.0" long;nail TC Vert 189.00 0- 0- 0 219.00 10- 2-12 0.74
16d BOX - 0.135" dia. x 3.5" long nail BC Vert 35.00 0- 0- 0 35.00 10- 2-12 0.00
16d COMMON = 0.162" dia. x 3.5" long nail Truss desi ned to support top chord ou
V
tlookers 1-0-0
+++++++++++++++++++1+++ - 2
long d c acidding load not to exeed PSF of 3
3.25 and 24" span opposite face. Do not notch top chord.
2-PLYS
t REQUIRED
34-14 3-4-14 3-6-6
SHIP
2X
• r. 0_7T�10 �
131
W:908
R:1337
U:-522
06--7-3
4
TYPICAL PLATE: 1.5X3
B2
W:412
R:1220
U:482 /102-r
T
No. C 72160
Cwt"
OF CAL11
All connector plates are ALPINE Wave 20 ga., unless preceded by *H" for High Strength 20 ?a., "S' for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
-8/25/2016
t�
268 - Homewood Truss
*"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: OMC
(CA)
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Dri ve_hL0390716_L00007_700001
/\
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
WC: D rl Ve_M_D390716_LDDD
Dsgnr: BW
#LC = 62 WT/PLY: 85
/ \
Safetylnformabon, byTPI and WTCA) for safety practices prior toperforming these functions. Installers shall provide temporary bracing per BCSI. Unless
TC Live
20.00 psf
L1 V2Du r L=1.25 P=1.25
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown
^ n
for permanent lateral restraint webs shag have bracing Installed SCSI sections 83. B7 or 810, as applicable. Apply plates to each lace of truss and
I Ilfj�\\IJI
ALM
roper
poeitlonasshown above and onthe Joint Details repon,uNessnotetloMerwise.
n
TC Sf10W(Pf)
0.00 psf
SnowDur L=1.15 P=1.15
`//-
U
Alpine, a division of ITw Building Components Group Inc., shag not be responsible for any deviation from this drawing, any raftwe to build the bus. in
TC Dead
7.00 psf
Rep Mbr Brill / Comp / Tens
AN nW COMPANY
conformance Win ANSVrPI 1, or for handling. shipping. installation 8 bracing of busses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Prairie, TX 76060
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead
5.00 psf
O. C. Spaci ng 7- 0- 0
DeslgnerperANSI/rPl 1 Sect
TRUSPLUS 6.0 VER T6.5.20
For more information see this loW. general notes page and these wets sites:
Bld Code:
9
CBC -2013
DEFL RATIO: L/240 TC: L/24
•
ALPINE: vwvw.aloineitw.com- TPI: www.toinstorgWTCAwwwsbdndustir oroICC:wwwbcsareoro
Job Name: 80'x 200 Pole barn Truss ID: TF Qty: 4 1
BRG X -LOC REACT SIZE REQ'D:
1 0- 3- 4 8426 6.S0" 4.49"
2 69- 6- 0 8376 6.50" 4.47"
MAX DEFLECTION (s an) :
L/565 MEM 3-4 (LIVE) LC 1
L= -1.47" D= -1.70" T- -3.17"
EX.kB DEF CRITERIA:L/120
IN MEM 20-10; T. 0.00"
__ ]o int Locations ==m
0- 0 11 0- 0- 0
2 9- 9- 0 12 9- 9- 0
3 16- 6- 0 13 16- 6- 0
4 24- 8- 0 14 24- 8- 0
5 31- 6- 0 15 31- 6- 0
6 40- 0- 0 16 40- 0- 0
7 48- 6- 0 17 48- 6- 0
a 55- 4- 0 19 55- 4- 0
9 63- 6- 0 19 63- 6- 0
10 69- 9- 4 20 69- 9- 4
Tc CO MP. (DUR.)/ T4111 DUR. CSI
11
2 -26697(1.25)/ 4610(1.603 0.91
2-3 -24279(((1.25)))/ 4150(((1.603) 0.70
3-4 -20889 1.25 / 3669 1.60 0.77
4-5 -17858 1.15 / 3277 1.60 0.54
5-6 -14011 1.15 / 2751 1.60 0.58
6-7 -13978 1.25 / 2721 1.60 0.61
7-8 -1s23o 1.is / 2846 1.60 0.45
8-9 -14897 1.25 / 2687 1.60 0.49
9-10 -10725(1.25)/ 1942(7.60 0.33
8C CalP. DUR. / TENS. DUR. CSI
11-12 -4806 1.60 / 25653 1.25 0.89
12-13 -4809 1.60 / 25638 1.ZS 0.87
13-14 -4165 1.60 / 23136 1.2S 0.81
16-15 -3501 1.60 / 19882 1.25 0.66
15-16 -2940 1.60)))j/ 16963((((1.25 0.58
16-17 -Mir 1.603/ 14536(1.25 0.51
17-18 -2526 1.60 / 14252 1.25 0.85
18-19 -1989 1.60)/ 10505 1.25 0.66
19-10 -197 1.60)/ 391 1.60 0.12
WB C
O
MP.
(OUR.)/ TENS. DUR. CSI
2-12 / 738 1.23 0.15
2-15 -2626 1.25)/ J58 1.60 O.S4
3-13 -69 1.60)/ 1433 1.Zs 0.19
3-14 -3666 1.25 / 736 1.60 0.78
d-14 -231 1.60 / 2125 1.1S 0.43
4-15 -4015 1.25 / 789 1.60 0.89
5-15 -401 1.60 / 3101 1.2S 0.63
5-16 -5301 1.25)/ 1043 1.60 1.00
6-16 -890 1.60)/ 5496 1.25 0.3S
7-16 -1830 1.25 / 521 1.60 0.97
1-17 -56 1.15 / 598 1.25 0.12
8-17 -76 1.60 / 406 1.23 0.08
8-18 -1853 1.25)/ 454 1.60 0.25
9-18 -595 1.60)/ 4219 1.25 0.86
9-19 -4746 1.25)/ 1037 1.60 0.53
10-19 -1973 1.60 / 11402 1.25 0.43
10-20 -8277 1.25 / 1574 1.60 0.29
TC 2x8 DFL #2
Web bracing required at each location shown.
SC 2x8 DFL SS
® Refer to BCSI for proper required lateral
2x8 DFL #2 17-19, 19-20
restraint. For alternative web bracing,
WEB 2x4 DFL STANDARD
see ITWBCG's standard details.
2x6 DFL #2 5-16
Designed per ANSI/TPI 1-2007
2x4 DFL #1 & Btr. 16-6, 18-8
Fabrication Tolerance - 20.0%
2x6 DFL SS 19-10
Bearings designed for an Fc Perp value of the
2x8 DFL SS 20-10
lesser of the truss chord lumber value or
WEDGE 2x6 DFL #2
625 for all bearings.
GBL BLK 2x4 DFL STANDARD
Kcr (creep factor) - 2.00
IRC/IBC truss plate values are based on
Refer to Joint QC Detail Sheets for
testingg and approval as required by IBC 1703
Cq factors and Rotational Tolerances.
ONLY in
and AN and are reported in ESR -1118.
Loaded for 10 PSF non -concurrent BOLL.
Gable studs are required the truss
ply that will have siding/sheathing attached
Loaded for 200# non -concurrent moving SCLL.
and are used only for that attachement as
+ + + + + + + + + + + + + + + + + + + + + +
non-structural members.
Unrestrained horiz. LL deflection a 0.39 "
CAUTION Persons installing trusses should
+ + + + + + + + + + + + + + + + + + + + + +
Spans greater than 60 feet require
retain a local engineer for proper lifting,
handling and bracing per TPI/BCSI.
a Registered Design Professional to design
The design of temporary & permanent bracing
and inspect all Temporary and Permanent
is the responsibility of the engineer of
Individual Truss Member Restraints and
record for the project.
ITWBCG has
Diagonal Bracing and assure it is
engineered this+individual
truss design
installed properly.-
only, and is NOT the engineer of record for
PLATING BASED ON GREEN LUMBER VALUES.
theproject. Due to the magnitude of these
End verticals are designed for axial loads
trusses, it is strongly recommended that
only unless noted otherwise.
the engineer of record be retained to
2 -PLY! Nail w/10d COMMON, stanered(per NDS)
supervise the erection of this component.
in: TC- 8 BC- 2 WEBS- 2 PER FOOT!'*
Cluster screws, if shown, are 3" long.
Building designer shall verify gable loads
and eave loads, if applicable.
Web 20-10 requires 3/FT nailing.
It gable bracing required @ 42" intervals,
Permanent bracing is required to
iI expposed to wind load applied to face.
prevent rotation/toppling. See
See ITWBCG's Gable Bracing Details.
BCSI and AN 1. 40-0-0
29-9-4 _
1 2 3 4
5 6 7 8 9 10
REQUIREDF3 _25 5XIS 5XIS A�..
�/I it
Ox 1
.Dill �Ll� .■1]IIf �! , ■J ��I� I1III
5 X20
I �� I Ilii I I11-5-10
li
I �� II I■I�II��III� ■I■I1,. .,,I■I� ����� III. ���1/�'
I i
0-7-10 3X6 5X6 H1010 7X8 1OX10 5X6 1OX'a
This design based on chord bracing applied
per the following schedule:
max O.C. from to
TC 32.00" 0- 0- 0 69- 9- 4
BC 72.00" 0- 0- 0 69- 9- 4
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -1742 lb
2 -1732 lb
HORIZONTAL REACTION(S)
support 1 551 lb
support 2 550 lb
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed a Yes,
Truss Location Not End Zone
Exp Category C
Bldg Length = 40.00 ft, Bldg Width - 30.00 ft
Mean roof height - 15.73 ft, mph 110
Occupancy Category II, Dead Load = 7.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area a 522 sqft
Vertical members exposed to wind: 20-10
Not designed for attic storage unless
noted otherwise.
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 224.00 - 0- 6- 0 224.00 0- 0- 0 0.62
TC Vert 189.00 0- 0- 0 219.00 40- 0- 0 0.74
TC Vert 219.00 40- 0- 0 189.97 69- 9- 4 0.74
BC Vert35.00 0- 0- 0 35.00 69- 9- 4 0.00
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads and
point loads converted to PLF loads only.
Concentrated loads sha11 be distributed to
each ply equally. Multi -ply with hangers are
based on hanger nails using 3.0" nails min.
into the carrying member.
10d - 10d NAILS, SDS- Simpson SDS screws
or equivalent substitute.
NAIL pattern shown is based on:
S HI IOd BOX - 0.128" dia. x 3.0" long nail
7X16 11-7-2
3 3-4-14t
1
BWO SS1012 ���3X8 B2
W:608 W:608
R:8426 R:8376
U:-1742 U:-1732
0-8-0
rl 69-9-4
r 11 12 13 14 15 16 17 18 19 20
No. C 72160
�'4T C1VlL.
e
TYPICAL PLATE :1.5X3 FOFCgL10
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super
Strength 18 Plates are to be per Joint Detail Report. Circled plates and false frame plates
Be. positioned
are positioned as shown above. Shift gable stud plates to avoid ovedap with structural plates.
268 - Homewood Tru s
*"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAININGI
Cust: OMC
(CA
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
W0: Dri ve390DIR: Drive -3 PL03900716_L00007_J00001
716_L000
^
Trusses re4Wre extreme care in lebdra6ng, handling• snipping. Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
DSgn r : BW #LC = 113 WT/PLY: 1246
v V rnr,
Safety Information, by TPI and WTCA) for safety pmcdces prior to performing mese functions. Installers Shelf provide temporary bracing per BCSI. unless
noted otherwise. top chord Shag have properly attached structural sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown
TC Live 20.00 of
P
Li veDu r L=1.25 P=1..25
�n NIEfar
D
M
permanent lateral re,treint of webs,ha0 have bracing installed per BCSI,ectian, B3, B7 or B70, as applicable. Appy plates to each face of truss and
position as shown above and on the Joint Details report unless noted otherwise.
TC Snow(Pf) 0.00 psf
SflowDu r L=1.15 P=1.15
/U��I
A L`
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from We drawing, any failure to build the truss in
TC Dead 7.00 psf
Rep Mb r Bnd / Comp / Tens
AN ITW COMPANY
conformance with ANSIrtPI 1, or for handling, shipping, installation & bracing of trusses.
A seal on this drawing or cover page flailing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N. Greer SW Pkwy. Grand Prairie, TX 75080
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 5.00 psf
0. C. Spaci ng 7- 0- 0
Designer per ANSI/TPI 1 Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more informedon see this job's ge=l,- page end mese web rhea:
Bldg Code: CBC -2013
DEFL RATIO, L/240 TC' L/24
ALPINE:wwweldne ImmtTPI :1%ftl mILg1yVJTCA ICC: wwwiccsafeore
PROJECT_/ ll�:y
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