710 Kestner Rd T E D x
W c- a)w0_ %P
oo 75 _v_
> m ;u 1:
0 N 00*,93'10" F 134.80' (R)
z m m
z 0 N 00'15'57" W 134.57' (M)
> 0�;v cl)
I rri
1 STORY STUCCO & F-i 0 0 0 M 0 X K 0 z > w 0 0 >
>
or- a) &) > -rl 0 m -9 > -171 c: r- 0 -n 0
Z m FRAME RESIDENCE r g�� M w
tz) m
000 c PDO Ln Z > U) Z L4
A PORTION OF W/ 1.6' EAVES ps -
z NO. 712 L4 CO
0 Z >
c_r-a) r- rn 0 0 p c*',, GOVERNMENT LOT 1 H 0 c) z z L> M M
0 t m
0-p 4b 0 rn c cf) O ;u
;u M c: ;u R 6 m Z 0 -9
0 cz, => 0 -10 m_
z 0 m 00 M 0
0 0 z . ;0 0
-A M -n C-) r\)
(n L) c)
0 V> Q;v 4,
53 > C) M m
-Tj 0 0 Lj
m U) M rr, m (A' z C)
>�o 50.3' B.T. m ;u
76.3 B.T.
tn CD >
ozz > im.
m 0;u, M z Z
--I __l 0
X 0 00, 212' > M
tZIS(4 1 1' .,. . to
> m E: __j M X >
21.5' -1-COVD]g, 23.7' 0 X
_n 0 Z ;u -171
=4 _�(n c > O > z
'CONC., r
C) m ILZ
W 0 M(O lk __j L4 C:) o c/) K z 9: 00
0 - > OOD M M > M 0 m
> 9.8' _pt
A L0 Z
m c F�l > z zc
Q) Q'I m m
r-r-r- rn;u 8 M L4 m:--i V) - C-) M -0 z
0 0 Qi 0 m co ---, 0
0 c —J< z 0 z rn 0 m 0 > z
K;0 _< , , :A m 4 K -0 > C > 0 Q rrI
U) -n (0 z m M %
M c)
rn > op. 2 m-i m z
rn(A 0 z 0 m
>> C —i C 1 0 z 0 :1 rn W) --j 0 C) 0
-4 -j rn S2 2 > 21 Z En --io Z
0 m CD --A Z 0 0
X -i z rn > 0 - u) > C) >
0 Lo LI) __1 0
ms)0 > A
m M> 0 p c) rn C) 00 V) 8
z 0.
;0 C-A
m ;0;� M;u LI) - 0-, 20 o >
0 0
cn K
012 LOCO, A m > > 1,3 z
0 4.4' z U) ;u Lo
m 21 zi C20 =j 000)g a M in �0 -T, > m z Lj 0C)o ;u rj
X _._J m rn rn
0
000 _0 0 r Z)"S i3 - r_ 0 mco M C-)
m z co z 28.2' 0 cu (2) L/) M - . C) Ln
0 > K Lo G) 30.5' . . . . . . I L4 T
z Q> ;a 3 t:j m M (3) M M
> c- mrim c 21.1' m > Z > C)
z F Z 0 0 0
Tj
z --i Km p !�3 rn CONC. �10 F-1 FA H G-) C: 0
m L4 0 o 0 m
ZZZ m 0 H P z ---I -ri L4 m c/) ox z
ta 171
Eli Z C/)
0 0C)o ;u 0--1 c FD w 1-Z m
(0 C83 M -m
M Z H 0 > Ln > 41, o
0 N3 CY)4,L4 (A
4�,0 0 C) 0 (/) p
0 0 -L)-,J M L-4 c� pl,
com X 0 Mr-
(A-j�j T_m H > t7d _j 0
N)>Z;0 0 t7l G) z K c: > > --I
0 CF) Pi U) p 42�cc,;�-._ r gr;�� F-3 z 0
X :3 co . -7.. W 0 :E Q Z W X 0
Ln _u r DD Ln >
c) V)
z 0 rri x
> C) C) > -n- -< -n
z m>K OD 0 LIN F-q FA t_1 c: _171 m Z r- Z
�q mmmmm 1@ z 0 M m > r- > 0
> La Tr I A PORTION OF _p,8, 9 LI) 300
00;0> S 00'15'57" E 134.58' (M) --i --i -rim m ;u 00
T x _< ;b m m
GOVERNMENT LOT 1 g82 —
S 00*23'JO" E .134.60' (B) z > 1 :-:1 ct) 0 m
___l --I Z M Z Z Z LQ
;0 > 0 0 0 r- m Q
>
Z > oAm * EXT
0 0 F1 M 0 z --A T1 U) ---A z m a)
c: a: A = 0 m
--A r- Z rrj 0
0) 0 4� L4 m > 70
-n 0 0 c:
�_mpypp;usx11* 0 1 M ;u 00 C/) _rl -H
=:J;Djja)�_::pjj0(ncD L- 0 m U) >
z rn 58 m m 0 0 L/) W
-n n zo
0 -D c F, ma 9 0 Z5 22 rn)Oi M,-> Ln _p: rm Ln > U)-
z
-n If N ;mqo:r
o wrn- 0 5�8v)-;do;u 0 < > 0
0 0 100 Z;0 0 > *
zpq ;0u >(.1) z z -no - -0 -1 m
> RENNa ooig..._ ooc)cn;o =jz> V) T 0 X L4 - m X 0 > <
_n or-10 0;000 c;v em X > -0 0 0 LQ r- Z
0 CA AC901 > co _< W ..11 -P� M M r- m
5� ;u>CC m
Ps 099505220 A -020 > , b) - I o c) o m
0 Z. ;u > > 0 0 ::5 m
3cZ)R Z;v m VIE: 00 0 >
0m. -0 -0 (/) > z > m p
;-p :2 1mjArnCD-<2jC:>'j a) 0
_Zom rn - K A >
m 00 ro 0
Ru)(n Moll-m m o z U) V) ML-1 m I
0 0 Z
§ -1 0 -, c:
_', il m 0 rn 0
r ".-40 0mo M x 0 Z -
DM.0 m cn -n- > 0 -n > 0 >
C C bD > ;v m m Z > C 00
co Lm rn (n 0 Z A Z ::-- I
rn Z R> cn M z
or.o> 0 0 Q
CIO &30�;2* M " ;0 - ct 0 LD
Z_<-no -0 0c)
m r 0 < r >
> M * 0 > 00
0 M :E
9m m
m r- zo 70:0 cz zo 8
zic z
z
u) M m c:
V, r- X _9 X C0
V)M> m or-Ox X > > m 0
= 20' m 0 r- 0 v) 0
C 6 ,,- br- z z :--I z z - Z - <
0
X >m r L0 >
< (A 0 0 > 0 o z 0 L> c) > Z nz >
:0 z 0 r.co Om ror, Fn
0 1 -0 1p. 1111111 _n En M OZ m M -TI M 0 M 0 0 M
>
0
T p
�0 o ;0 rn
0 w pp -u mm i
X. 0 A I r("),.x
;0 1 ON - pu if -4 En 0 rr,- Z.2mrn
oS4En=j L,)
> :*ON *t:u 0 5 n ;u
z 1 561 -0>!, rn z rl
0 0--IV)0 =:1 -.4 Z ji -A,
-HK.,oCmH z 0 P2 ,12
0 F;0 c >CZ A
> -n 0
0 M,tsz ;4qo Z 25;u(/)
F =1 WESTERLY R/W LINE OF MAIN STREET
C m :z C-) z _n M
> z -n > z
Z
,T) nxg El� SN09c., x --I C)-<c m
2 '� Ln > z
Im >
m Zq > 0
9512�j 0 0 .
u u) r;r,,
z
R* m cam mo-nm 0 00 ip
_L, 0;u M
;0 0 0;0 0 rn ;D>z v
w b)0 --1 0;0 p o M Z
Zrn*, 9 Zm z
S 00"23'10* E 9 .56'
CD;000mo zo 0 0 rn
c6cc _EAST U—NE OF-SECTION 1 CEN'
z �>>: 8 TERUNE OF MAIN STREET
lzk F5 o If :=I U)Z U)M --I . 0
Oa) 0 -n t
0 mm r-
IFE , 0 :11 -V 0 :�>
zo 0 O >WKT 0 0
z U)
4. ?5 1
in c)-n <
I j2w�
0
.z
c
Z
z
0
ZmM-, =>I ;00 M TZ CCD 0> =Zj CD MAIN SrREEr
Ornmm rn 0 com v
m z 0 Fn i=T11 m=f:-,* .0 00
z 0 C) (FORMf_/?�Y Z f YY ROA D)
(6 6 RIW)
-----------------------------------------------------------------------------------------------------------j
-- ---------------------------------
--------------------------------------CL-�--------
PARADI SF CT I
-----------------------------------------------------------------------------------------------------------
RMC NOTE:
184' CL TO CL
610 608 606 604 602
PARADISE PARADISE PARADISE PARADI SE PARADI SE
CT CT CT
CT CT
<j
6
EXI STI NG
01 BURIED
KESTNER RD
3C TEL PHONE
0
CA LE
0 -------------------------- ----------------------------------------------------------------------ROW-
0
(n
P 701
8/ 25'
EDP
-------------- --------------------------------------- --------------------------- ------
B -CL
B -B
EDP-
B
DI�TCH
EXISTING P 1572
10
BURIED
TELEPHONE
--------------------- --------------------------CABLE----------------------------------------ROW--
BellSouth
Na;v Telecommunlcotlons
PROPOSED TELEPHONE FACILITIES
ON RIGHT OF WAY OF
1572 ATLANTIC BEACH
704 702
698 696 MAIN ST
-70E, KESTNER KESTNER
ESTNER RD RD KESTNER KESTNER 710 KESTNER RD
D RD RD
Exchange:
JACKSONVILLE BEACH
PROPOSED TELEPHONE
1572 Designer:
CABLE BURIED
Jim 1-111ey
MAIN ST
240
Phone:
904-348-2512
Authorizotion:
15' TR
63E6804ON
118' TR—
Dwg. I of 2
212812UUb 6:32i4� AM
CIO
'S�10,1,3A8ns ci3ivioossv Ae Cll�lVdll8d NOVdl�M30 �V03_1 ('Z
as (A C)V
UV,,go 0 w 0 uj
zw C-)
Lz
k3A8ns SlHi JO 31V(l 3Hi AO SV 30NVNIC180 uj .0
I U
99766 3 .01,CZ.00 S 10.
- 0 33?Ji AiIO iN3mm 3Hi 63d SV MiVOM 383M N0363H NMOHS 'S33Hi 3Hi CL oz m�! z m L�Z
ELM V)
8 -Ui a
w LOU a- m
- — — - — - :t rn :3iON vi V) ll_�jlD
3S JO :3NII iSV3 133NiS NIVYi _AO 3NIIH3iN30 a)n w
91, NOLO << z o:oc Do-
91 Alo 00 z J_- C.)Oct m
U3.3s LU Z U.1 it it ;i3c
� 11,w it it t
z >� . a 2
oz m LLJ 0 of
Li 0 0
z
MLL Lu Z LLj 53 L,,,' jd
uj mm
-40 zo x
w-, V2) It 99.02. ffin
0 < O�Zujz "= ul
>- J.-
ull V)
o< L��;_ Oxcmo=zz <
LL_� =ILU
8-1z, SS 0
0 0 j LU
V) L� L� zo
En .0 V) P z
!�LU < zo
Zl Fg-
Z-d Z mocr
_j Z 0 F X L� 0 �x 11 z
11 118 11;z If 11
L'U W z In vio cr <
(n P cj(3
UM Lmi LCU) W :5
v) LLJ X CL -d WO
:)X - :�T I
(3) 0 1- LLJ LL_ e_t LL_ W 0 Ld 0 < LL. 0 3: o Li a- ui>_ V) O_ a:11:_OU O_ I x 0
W 0 X 0 N 0 Z < M 0 o < 2E a �:D M Lr)LLJ V)>- U_
iE I MA L
Ill< 1-- 04 =0 1- Ci 1- 0:3 (n CL wm9oz >
cl (/) L.Li 0 L.Lj 0 2E !n 0 6< 0 0 o
I.LiEw WNW x Lj C 0 (1) w
Z Ly Z (n Lum>:I-z
_j Lj Vi X -
LL C) ccrr 0-
-Z Z�j fr Z <O� Z Z 44 0 (A
0 ZOI. L.Li < _.r cr z C" 09"Per ar,Co.00 s UJIL Lu o z z 2 "'Xzl� - CL:i U.1 wQ
< LLJ fy- 0 Lj 0 LL. ui 8za-I
7 -1 o m zo (L3 C.)C)I.- cr
0 m
0 _j I-- uj z moc) co Zyw=
x Ld
Z < LA L.L_ < 0 Z < (R) 09'kfi 3 Z9,9t.00 5 a_ z 2:2 o w V)
00 — 1- 3: a �g<5;
LLJ uj z z m_j
Lq -,, vi 0 to I 1- 0 O..� Zo Lull fr-x w a CUIJ Lq EL u,=0 m w z
_j LLJ I-Z z *Z w
80 z will < 2 m
LLJ Y I-- L.Li z (L m .X LL Ld
V) z LLI K) < y LL C) m
z y 7 CL 0 Cr Fr wo
. 0 f-LLJ =:� Jj <amouj
ui o < < U_ < C, 0 < 0 wmL,4 wox�- o 0 Oz- x
W Lu < I.� 0 1-- y y LLJ V) 0
(A -J 2: 00 1-- o I C) --,a .4 1 < 0 0 .t 9 LLJ V):D L-W uj Z - w m OX-110
ZD 0 V) - < 0 < 04 0 LU m <
V) I ao < WOKNOM .8)HOWN
> ('4( - W 1- 0 co 0 0 m 00 Ir,90 q. Cn LLJ (L a. -_j
< -. D-- of Qf LLJ < 0 (L z. LLJ F-M I W
0 1- 0 7' or-1 z X Z cr_
V) Z Lu>-x ct�F= _UJ< z
o P: t
F- Lj <nm a_ 0 w :�wz_ 0
o V) < CO L') uj 0 LO x--=D 4 M LJ 3.Z _j
I z y m X, <X Ln -j
< z LLJ LL tx 'o z LO 0 < Z:D> z 0 0 u _j LL_
Z o cl 0 - -F 0 <:DoD L'i 0 �.,D
0 0 z Lo I E w U)CLU.J 00OX0000 :.,,0- 6SEM 5,
N__j 0 m En 0 Z p
V) 0- Lli - < :3 < 2: V) 0 -jo LLJ C/):D a 0 0 L5Z W.)-01 m
04(,ct� y 114 <0 1
:2 0 0 0) < LLJ 1- 0 (n_j 0 x y < fr (A - In tj lzow
2' z V)C
LLJ co C) WO : LLJ K) Ld - CL 0 00 0 -a_ 0 x M v)M 58,=Z, m 11 11 11 11 o L,
< I 1-) 0 (6 Fe CIL X C T 0 LI w U)
0 2 < 04 C/) .
C) TZ MF- LL- U N = OM :2 LO E-L < -fL X
12 r < wo (n U
'o z WW W TF-W 0 Pj X W
- 0 ',�V)_j (A _j Lo,
C, Z rn z-j w >_ w z
I-Gjj 0 00 C) 0 (A E__l _j K)< 0 -< w
< Lj_ I--Of W LLJ C) U_ -A 0 0
ui . LLJ 0 T y m 0 ::�m F- fr
::)m 0 0 LLJ CO -17 < 00 E lo F- y-,0 0 o o a-m ui-i
06 z < ,< 6 -C
1 0 C� r-i 4 ui Cd V)
C-4 a-L u) y 0
LU Ljj 0 - Z±0 CCn)�Z- ZZ ZN <
z 0 V)00 Ld -,3:
Mzmz - >- C) C) V) C, z WO
0 Z C14
0 LLI
CL Z:j LU
> LLJ 0 L- 00 pq c \I:-
to m w
0 m w z a- L'i LLJ 2 1 L/)
y< (n C14 C14 Z
I- UZ UM U_ 2' LIJ Zo 0- mo ()F- uj 0 y < _EO <
Z 0 --j Ljj L.Li z on< "I z::j CL Of
C) L.L.1 I-- Z LL. 'o:�
Lj L_ LLI L) V)Z) LLJ F-4 y 0 <
z - Cl T 0
LLJ 7-C) V) Z X -r < (l 0 0 T_ 0�- LU
l< < LLJ LL)0 < T 41 (Z� Lo 200 lco z <
I-LLJ (A (D z C.D I-- E
(A W o En 0 U co W z
C.D
< Z Z LJ L.L_ m q- 7: 0 < 0 o Li X co
Z 0 650 0 (A 0
0
0 y LO D�Z< cr
L,':, z Ld _�no z
C) L.L y 00 0.,(L 0 0)04
< I- I � < 0 W T_T r-rl) 0
T .0 V) 0 IN 0
< W C-1 I- LLJ Oi D Lo 0 0
0 z z V) Z LLJ 0 0) .0 Ld
1- 00 �j 2 0 0 C)(
Y LLJ Z Z: LLJ Ld 0 < _).q. I'l LO cw� 0
I- LL 0 0 L, -:j LL, 0 -0 L.Li y 0 'In< 0 CL m Z LLJ Csl
ILL_ 0 1-
Z F-- 0 >- Z Ld LLJ Go y y 0 w
LL_ (A n L.L D C366
_j to 0 >_ LLI LLj 1.1- 110< m 2r,< V) 0 zzz
0 U.1 C) 0. Ld I-W
�y m J.- I < OZ 0 w o co 0 CC c; :2 F- I z
z Lli Lli LAJ W
2m:�Z- < CC nLj L'j L'j T C)Lid z CL
CL <
z o ui > z I-
Of -1 ch W LJ 0 m z :12
I- Q) U.1 10 o", C,4 <
ry 1- 6 co o �C) 0 T LLJ
C) LL 2. U, CD CL <CK) 0
0 Cl 0 ui
L-Li C) 0 C) cn 1-- 0 Ll y
>C) LL - L, 9 Ito 1 0 > z
<L (A -0 Z 0 n< 0 to P U_U_L�
CL :D
0 < LO 0
0
C) 0 CL
CL 0 _j < LL Lu < LU UJ cor V) kw frS Ld
I-Z l-- o
< LL < LL 0 of CZ, V Lj _j 0 0 o
0 LLJ 0 m F- 0 w 0 L�- 0 Lit- Z
U_ > 0 Z W W I-:;Z 0 = 2� W > u Lj 0
0 LLJ C) Lu M 02 <
cc
0 D W Z b, Ld 00
ry Z LJ LLJ LL L'i Z_ 25 LLI r- F-
_j 0 1- < LL C) 1.1- X Ci (A C) 0 uj 2 oz 0 1 - (A
Of 11.1 0 0 C14 a z_j w
U) < z z I < z o
D Ld Cn 0 LU y LO 0 LU
:�-c 0 T Ln 0< 0 M>o L,��_ V)Z
< l._:LL. LLJ < <W IDD Lo 0 Z 0)
z t-- 0(n Lo z Z 0 PO 0 0- 1- goo
I-E CL 0 - ?LLI�, . _j
CL (1) (A 00 Do t-=0 V) ULiZ I
< :00 LLL o Ln 7: L'o CL LAJ LwLj_
4 w 0 Ld 3: y
n 0< re) Ld V)0 16< 0 ult- L,LL12
r-i L,_ < w 0 LU l'--1 0
< w < 0 w :2 < n 0 V) LL. 0 1-- 0< Z 90 z rn!� 6 :2 T__
's C-4 Z LO :d 0 10 00
FL uj < -CL U)
IcN x
-a. 0 0
mo , P V)
v)z LLJ
LZLI 0 LLI 0
ui 14-3
Ld uj < Its x
Uj y Li 0 10 w
2 104 (L rg 0 z L)
9 0 go t z 0 a. 0 <
(L L
w
CL 0 - EL Ld J,
0 (L z oz ZI LU
0 0 p LAJ 0 04 E-L
g
LU y lo-z C) <
m 0 z 0 0 0 Lo --k
9 y - LJ
- CL< < -0 io_j 0 P)0 CL <
04 0 0 CD
< 0 _< 2 . u > M C14
0 < 0 () 0 (L Q 04 C.2 0 0 x T: V) 00 z
LLI LLJ
)w ,LL 0 0
m w w (33
w
z < z U)
00 D
< 0 m > V)
E-4 V4< -0 -0 0 UJ Z
I < -0 0 cn V) -10
co 0 LAJ
ui LLJ xxM C;
uj >_
G� z
L) 7
z 44 g
z
7-
c
0
0
C,
0
:�o
PC
(H) 9,r'Of I M .,rt,fl.00 N LLJ LL,
LLJ C)C-)
w T m
ui 0 C-)
(9) 0.9'PC 1 -4 0 1,L19.00 A7 U_ 0(n(-o i
ui
1 LAO
2B--0-0
--30-6-0
FV
C�
(Cd= 1.25)
R-O-OfLoa�lng
zo zo :.0 zo Z-0 �-o �D > > > 20 psf
� ;- �-- �- . " . Top Chord Live Load
C, > - - - - - -
7 psf of I
Top Chord Dead Load
10 psf
Bottom Chord Live Load
VJ7
5 psf
Bottom Chord Dead Load
VJ 7
VJ6 l
VJ6 ------------
VJ5
(Cd� 1.00)
Vd5- U
Floor Loadin2
Vd 4 1 40 psf
Top Chord Live Load
VJ4- 10 psf
Top Chord Dead Load
VA or
Live Load
0 psf
VJ4 Bottom Chord
5 psf
Chord Dead Load
VA Bottom M1
VA
�J4
VA-��l
(Cd- 1.60)
i ;I J4 Wind Loading
1: 120 MPH
VJ4
ASCE 7-98, 3s Gust
J4 Ir' C
Exposure Category
VJ4--i--i
1.0
�iJ4 importance Factor
VJ4,-==4- Partially Enclosed Structure
:J4
VJ4��-
Special Floor (Game Roo
m) Loading
(Cd= 1.00 P
A
60 psf
Vd4' Top Chord Live Load �D
Ii 1� i J� M 1 1 !Xi
J4 10 psf ;-
Ul 1
l� Top Chord Dead Load In -
0 psf :5
VAL==�-- I I
Load
J 1
Bottom Chord Live
om Chord Dead Load 5 psf �D
VJ5-==*i-=- Bott
C:)
0 l�
J2 Maximum Floor Truss Spacing
16 o.c.
VJIG��
!J3
Design loads were provided by the building designer co
VPI-�
This drawing is not sufficient alo
T15 �N2 ne for installation.
Additional instructions accompanying this drawing, I-
T15
including BCSI--03, should be used in conjunction
1 2 with the architectural and structural plans during
T 15 0
-03 has not been shipped to
installation. If BCSI 1
the site with the components shown on this page,
p�
please contact Apex Technology for a free copy. P
The Design Loads above were provided by the
T15-- Engineer of Record. I
TI D U)1
The Engineer of Record is instructed to sign the
dicating his a]
>
L- signature block to the right in
T15-�- view of the truss documents in C,
- ----------- favorable re l
11---------- 'iJ3 01 !�:1
VJ7 accordance with Board Rule 61G15-30.006(3). He
s
shall also ind r and addres
icate his license numbe
E-
VJ6-1:-,�-- ;> on this page.
VJ 5- Permanent bracing of the roof sytem, including odl/b/I
A
C,
gable truss bracing, is the responsibility of the
II cord for the structure or the
1, Engineer of Re
�J4
VJ+� building designer.
J 4
(including trusses under valley framing)
All trusses
VA
-,GI A I must be completely decked.
V J 4-
J4
valleys are to be conventionally framed by
All
VA-=� 4� I !1 11 ,�! 1 1
ii -- builder.
---- --- lJ4
-71
A All trusses are designed for 2' o.c. maximum
VJ4r--�!l spacing, unless otherwise noted.
�VJ4
All walls sh
VAr==---J� are considered
own on placement plan
VA to be load bearing, unless noted otherwise.
VA
VA-4
VJ5
VJ51-- ---------
4
VJ6
VJ 6=--
T
VJ7 0
VJ7-- H1 NOT SCA"E THIS DRAWING
DO
7-14-04
C�l
>
3 E- E JEFFREY P. ARNESON
<
RE NO. 58544
p 0
HAND ERECTION-LEVANTAMIENTO A MANO BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
GENERAL NOTES NOTAS GENERALES BRACING FOR THREE PLANES OF ROOF
que Trusses 20'or Trusses 30'or EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2
Tr sses are not marked in any way to identify Los trusses no est6n marcados de ningtin mode
thu stres less,support less,sup ort at EL ARRIOSTRE EN TRES PLANOS DE TECHO
e frequency or location of temporary bracing. identifique la frecuencia o localizack5n de los arrio p Refer to BCSI-B7 Maximum lateral brace spacing
Fol the re mmendations for handling, (bracing)temporales.Use las recomendacioners de manejo, at peak. quarter points. Summa[y Sheet 10,o.c.for 3x2 chords
low co
el fQlLdQ This bracing met1hod-s for a'!usses except 3x2 ai i�-,x2 ip��ra:e'r b"O TempQrary and 15'o.c.for 4x2 chords Diagonal braces
installing and temporary bracing of trusses. instalack5n y arrostre temporal de los trusses.Vea Levante Levante d 2 r i
Refer IDS cuartos Este rn1"t.:)do de arriost,r,es para todo trusses exc-)��, ct� _,E 'ac parare,as 1<2 cina ot every 15 truss
to BCSI 1-03 Guia de Buena Pr6i ad6n del pico Jos '13
k Bracina of Metal Plate y Arriostre de los Trusses-k trusses cle 20 de tramo los for Parallel Chord spaces(30'max.)
'�a
s c
r-n yor 1=2i.inectados con
ITZ.Wood Trus for more detailed Trusse for more
Placas de Metalpara para ma pies o manor. trusses de 30 1)TOP CHORD-CUERDA SUPERIOR
Los dibujos de diseho de IDS trusses pueden especificar Trusses up to 20� pies o menos. Trusses p to 30' information.
Tru
Truss Design Drawings may s i locations Of Trusses hasta 20 sses hasta 30' Truss Span Top Chord Temporary Lateral Brace(TCTLB)Spacing
las localizadones de IDS arriostres permanentes en los Vea el res6men
permanent bracing on indivii I ompression Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior -B7-Arriostre
=ers the BC I.' __ miembros individuales en compreskin.Vea la hoja res6men BCSI
1-3 _11...aU
Refer to d2 stres permanentes y refuel Up to 30' 10'o.c.max. temporal y e end diag-na I
c for c I v
tle ered
a leanl!
usses must be placed �atE�r��bralces
V�eb Member de los I
Reinforcemen for more info mation.All-other mbros secundarios(webs.)para mayor informaci6n.El LEVANTAMIENTO Hasta 30 pies 10 pies m6ximo permanente de The end diagonal
permanent bracing design rr the responsibility resto de arriostres permanentes son la responsabilidad del H Id each truss in position with the erection equipment until temporary bracing is installed and ri
30'to 45' 8'o.c.max. b ace for cantilevered
0
of the Building Designer. Disefiador del Edificio. truss is fastened to the bearing points. 30 a 45 pies 8 pies m6ximo paralela Para mayor trusses must be placed Lateral braces
Sostenga cada truss an posici6n con la gr6a hasLa Due el arriostre temporal est6 instalado y el 45'to 60' 6'o.c,max. informacion. on vertical webs in line 2x4xl2'length lapped
The consequences of improper handling,installing with the support. over two trusses.
truss asegurado en Jos soportes. 45 a 60 pies 6 pies m6ximo
and bracing may be a collapse of the structure,or
worse,serious personal injury or death. 60'to 80'* 4'o.c.max.
60 a 80 pies* 4 pies m6x!mo INSTALLING - INSTALACION
El resultado de un manejo,instalaci6n y arriostre Do not lift trusses over 30'by the peak.
inadecuados,puede ser la cafda de la estructura o :Consult a Professional Engineer for trusses longer than 60'.
No levante del pico los trusses cle m6s de 30 pies. Tolerances for Out o-Plane.-Tole,anoas pars`..e,ie-Piao
a6n peor,muertos o hericlos. Consulte a un ingeniero para trusses de mas de 60 ples. M M. Truss
Length Max.80. Max.Bow
Bow Length
Greater than 30'
M6S de 30 pies 126
See BCSI-132 for TCTLB options. ;ow Length
7/ 1-46
HOISTING RECOMMENDATIONS BY TRUSS SPAN 10 r
Vea el BCST-52 para ias opciones, Tolerances for 1" 16 7'
D/50 D(ft.)
Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO de TCTLB. 0�t-Of-PILi-b, 1-1/8" 18.8'
9 loves when handling and safety glasses when POR LONGITUD DEL TRUSS t 1/4" 1'
cutting banding. 1/2" 2' 1_1F47 20.8'
Fua-de Rorriadc,
787- 2-2.91
Empaques y placas cle metal tienen border 60*or less Plumb 3/4" 3'
afilados. Use guantes y lentes protectores cuando Refer to BCSI-B6 11, /2" 25.0'
bob 4'
/4" 29.2'
Corte los empaques. 1:1L41 5'
Gable End Frame
�w 33.3'
Bracina. P/5o max 1-1/2" 6' 2--
R�reat o�aqitl, braces.
Vea ell 1-3/4", 7'
Approx.1/2
HANDLING MANE30 �_truss length BCSI-B6-Ardostre 2" 8'
Tagline cogcmal""S'
6 or le..
TRUSSES UP TO 30'
Use special care in Utilice cuidado de un techo a dos CONSTRUCTION LOADING CARGA DE CONSTRUCCION
Allow no more No permita mas Do not proceed with construction until all bracing is securely Maximum Sta,.k Height
TRUSSES HASTA'An' agua Set fir,,t fivp trusses 5,�nefi ado
than 3"of deflec- cle 3 pulgadas de windy weather or especial en clias
tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de pmce�s orr gro-rps cl !Ili:i'd'i '-�SI"'X0 and properly in place.
of span. pies cle tramo. and airports. cables el6ctricos o de i - for Materials on Trusses
us c,nc-i tir,v-, l'c.!0:'Dsatfiost,es No proceda con la construcci6n hasta que toclos IDS arriostres Material Height(h)
aeropuertos. _—§®r.1ader—bar--- diag njes Pep�,.i 6ct�,p ,i ce c,at,o cil,es esi colocados en forma apropiada y Segura. Gypsum Board 12"
_0
ras,_l q_e co'10'1*5 1?1c�� Plywood or OSB 16"
10, oe-in n
To.-I Do not exceed maximum stack heights.Refer to BLbi-tg Asphalt Shingles 2 bundles
G truction Loadina for more information. Concrete Block 8..
Spreader bar 1/2 to 2)BOTTOM CHORD-CUERDA INFERIOR No exceda las m6ximas alturas recomendadas. Vea el res6men Clay Tile 3-4 tiles high
Spreader bar for
truss bundles 2/3 truss length BCSI-B4 Caraa de Construcci6n para mayor informaci6n.
Tagline
starts'
ypsum"card
Plywood or S.
it rg
A.pha=hr
'.r.m'e Block
C
d.r bar fZ� ,.y",a
b u is.
".d
TRUSSES UP TO 60' Lateral braces
OVIA /Q\ i i i
A TRUSSES HASTA 60' 2x4xl2'length lapped qk�� i:
U over two trusses.
Locate Spreader bar Affac
10,D.C.
Check banding Revise Jos empaques above or sliffback I max. Do not overload small groups or single trusses.
antes de mover IDS
prior to moving mid-height 1 0
No solarecargue pecl grupos o trusses individuales.
bundles. paquetes de trusses.
171 Pick up vertical Levante de[a cuerda Avoid lateral bending.-Evite la flexi6n lateral. Place loads over as wrany tiusse,as possible.
bundles at the superior IDS grupos
top chord. verticales de trusses. Coioque!as coigas soble lanto,trusses cain, eo posible.
Spreader bar 2/3 to __.J r i i
.-W— Diagonal braces
3/4 truss length Position oads ovei ioad hearing wails,
Tagline I I every 10 truss R1 I i
TRUSSES UP TO AND OVER 60. spaces(20'max.) Coloque]as cargassibre]as paredes sopurtanlo�
'pr..'.,bar�"'t
A — 14 true..nglh
TRUSSES UPT.AN
.il ..T.
TRUSSES HASTA Y SOB, 60'
10'-15'ma ALTERATIONS-ALTERACIONES
rd and web members not shown for clarity.
Refer to BCSI-B5 Summary Sheet-Truss Damage.Jobsite Modifications and Installation Erro
Vea el res6men BCSI-85 Dahos de trusses.Modificaciones en la 0bra y Errores de I stalaci6n.
BRACING ARRIOSTRE
Refer to BCSI-B2 Summary Sheet-Truss Installer- 3)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut,alter,or drill any structural member of a truss unless
Do not store No alm cene specifically permitted by the Truss Design Drawing.
unbraced bundles verticalmente IDS tion and Temporary Bracing for more information.
No Corte,altere o perfore ningl miembro estructural de IDS
upright. trusses sueltors. Vea el res6men BCSI-B2-Instalaci6n de Trusses trusses,a mentor que est6 especificamenter permitido en el dibujo
v Arriostre Temporal Para mayor informaci6n. del diseho del truss.
Web members
ONE WEEK OR LESS MORE THAN ONE WEEK D not walk on unbraced trusses. Trusses that have been overloaded during construction or altered without the Truss Manu a
& 0 6
�1'11 R No camine en trusses sueltos. prior approval may render the Truss Manufacturer's limited warranty null and void.
Top Chord Temporary Lateral t ct:r"sn
S" Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin una au onz lo
Bracing(TCTLB) previa del Fabricanter de Trusses,pueden reducir o eliminar la garantla del Fabricante de Trusses.
Locate ground braces for first truss directly
Ilia in line with all rows of top chord temporary
lateral bracing. NOTE:The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crame operator(if applicable)am
Bundles stored on the ground for one pable to undertake the work they have agreed to do on a particular project.The Contractor should seek any required an stance regarding
construction practices from a competent party.The methods and procedures outlined are intended to ensure that the ovarall wristruction
week or more should be raised by blocking Coloque los arriostres de Tierra pare el techniques employed will put floor and roof trusses into place SAFELY.These recommendations for handling,installing�nd bracing wood
at 8'to 10'on center. primer truss directamente en linea con Diagonal braces trusses am based u n the collective experience of leading technical personnel in the wood truss ihdustry�but must,dui!to the nature of
P.
Los paquetes almacenados en la tierra por &1% Do not store on No almacene en cada una de las filas de art iostres laterales T 2x4 min. every 10 truss responsibilities involved,oe presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation C(intractor.It is not
intended the these recommendations be interpreted as superior to any design specification(provided by either an An:hitect,Engineer
una semana o m6s cleben ser elevados %N uneven ground. tierra desigual. temporafes de la cuerda superior. spaces(20'max.) the Building'Designer,the Erection/Installation Contractor or othemise)for handling,installing and bmang wood trLsses and it does
10'-15'max. motprecludethe use Ither equivalent methods for bracing and providing stbilityforthemils and columnsas may re determined by
Web#members Diagonal bracer
every'0 tr�_
Sp,r
'( 0 IT,
a e 2 'x.)
con bloques a cada 8 o 10 pies. Brace first truss well same spacin�g the truz Erection/Installation Contractor.Thus,the Wood Truss Council of America and the Truss Plate Institute exprEssly disclaim any
b re erection of as bottom chord responsibility for damages arising from the use,application,or reliance on the recommendations and information contE ined herein.
For long term storage,cover bundles to pre- eTo Some chord and web members not shown for clarity.
additional trusses.. lateral bracing
vent moisture gain but allow for ventilation.
Para almacen-amento por mayor tiempo,
cubra los pacluetes Cara prevenir aumento DIAGONAL BRACING IS VERY IMPORTANT WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE
One WTCA Center-6300 Enterprise Lane-Madison,WI 53719 583 D'Onofrio Drive Madison,WI 53719
de humedad pero permita ventilaci6n. 608/274-4849 www.woodtruss.com 608/833-5900 wwwApinst.org
ML ARRIOSTRE DIAGONAL ES MUY IMPORTANTE!
B1WAFA11x17 031125
"Ji
Project Name: KESTNER RD DUPLEX
County: Duval
Lot: Subdivision:
Building Code: FBC2001
Computer Program Used: MiTek 6.0
General Truss Design Loads
Roof Gravity:42 psf Total Load(Cd 1.25)
Floor Gravity:55 psf Total Load(Cd 1.00)
Wind: 120 mph from ASCE 7-98
Individual Truss Drawings Show Special Loading Conditions
This package includes 26 truss design drawings with individual date of design.
n index sheet in conformance
With my seal affixed to this sheet, I hereby certify that this serves as a
with Rule 61 G1 5-23.002(2)and 61 G1 5-31.003 of the Florida Board of Professional Engineers.
Notes: The seal on this index sheet indicates acceptance of
lity solely for the Truss Design
professional engineering responsibi
Drawings listed below and attached. The suitability and use of each
drawing for any particular building is the responsibility of the
Jeffrey P.Arneson
Building Designer,per ANSI/TPI 1-1995 Section 2.
P.E.No.58544
Structural Engineer of Record Name and P.E.No.:
Structural Engineer of Record Address:
Apex Technology is a fictitous name owned by Jax Apex Technology Inc.,
a Flo ida Corporation.Florida Engineer Business No.7547
0401526 ROOF PLACEMENT PLAN 4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224 904-821-5200
NO I TRUSS ID# DATE NO TRUSS ID# DATE
1 10401526-CJ1 07/14/04 23 0401526-VJ4 07/14/04
E01 07/14/04 24 0401526-VJ5 07/14104
2 0401526-G
3 0401526-Jl 07/14/04 25 0401526-VJ6 107/14/04
No
3
24
25L
r07/14/04 26 0401526-VJ7 107/14/04
4 0401526-J2
1 0
5 0401526-J3 07/14/04
0 1 0
4 07/14/04
6 0401526-J
0 1 0
7 0401526-Tl 07/14/04
8 0401526-TlO 07/14/04
9 0401526-Tl 1 07/14/04
10 0401526-T12 07/14/04
11 0401526-T13 07/14/04
12 0401526-T14 07/14/04
13 0401526-Tl 5 07/14/04
14 0401526-T2 07/14/04
07/14/04
15 10401526-T3
16 10401526-T4 07/14/04
17 10401526-T5 07/14/04
18 10401526-T6 07/14/04
19 10401526-T7 07/14/04
20 0401526- 8 07/14/04
07/14/04
21 0401526-T9
22 0401526-VCJ2 07/14/04
a AL
SES 0401526
ROOFTRUS
PROFILE QTY Pl CH REACTIONS
-1 TYPE BASE
O/A
pi V Top OT ID
IRDER 09-10-13 Joint 2 Joint 4 Joint 5
2 4.24 0. 09-10-13 469.0 tbs. 205.5 tbs. 453.4 tbs.
-427.0 tbs. -419.3 tbs, -317 3 tbs,
GABLE 20:00-000 1,10 2 Joint 11 Joint 12 Joint 13 Joint 14
00 in
O!L
1 2 1 6. 0.001 GE01 20 _0 22t,2�5 tbs. 113.8 tbs. 293.2 tbs. 118.7 tbs. 185.8 tbs.
q -146.3 tbs- -90A 2 tbs
-214 9 tbs. 44 9 tbs. -347.7 lb
JACK 05:00 00 in Joint 3 Joint 4
4 6.001 0.001 it 05 00:00 Jo 29t,8211 tbs. 1 15.9 tbs. 71.9 tbs.
-991 5 tbs -21?4 Ihs 14 4 tbs,
0 Join 2 Joint 3 Joint 4
0.001 JACK 033:0000:0
4 1 ]6_00 00 22t3.7 tbs.
J2 0 52.3 tbs. 41.9 tbs.
-956.5 tbs, -107.0 lb 8 4 tbs.
Joint 3 Joint 4
JACK 01-CIO 0 Join 2
00:0
J3 oi- 001 65.2 tbs. 14.4 tbs.
4 6,010 0.001 17t4.8 tbs.
1 6 tbs 2.9 tbs
-271.3 tbs,
t 3 Joint 4
JACK 077:00:00 Joint 1 Joint 2 Join
6.0L0.001 00001 1
4� 14 J4 0 280.8 tbs. 547.5 tbs. 45.1 tbs. 101.9 tbs.
-128 0 tbs, -289.3 tbs. 20 4 tbs-
2 Joint 9
2 GIRDER 322:00:00 nt
ply .0�1 Tl 3 .00 2849.2 tbs.
H2 6 0
01 3 J02i849.2 tbs.
-2760.7 tbs, -2760.71 s.
Joint 11
SPECIAL 1 32-00-00 lJoint 2
2 1 6.001 3.001 T10 _L-00-00 1415.1 tbs. 1415.1 tbs.
-lZQ1,8 tbs. -1201.8 tbs,
SPECIAL 32-00-00 lJoint 21 Joint 9
2 6.0]0 3.001 Tli 32-00-00 1415. tbs. 1415.1 tbs.
-1174 2 tbs -1174 2 tbs
SPECIAL 32-00-00 lJoint 2 Joint 9
2 6.0j 3.001 T12 32-00-00 1415.1 tbs. 1415.1 tbs.
-1141 9 tbs. 1141.9 tbs
SPECIAL 32-00-00 Joint 2 Joint 9
32-00-00 1415.1 tbs. 1415.1 tbs.
2 1 6.001 3.1 T13
-1101.6 tbs. -1101.6 tbs
GIRDER
32-00-00 lJoint 2 Joint 11
.001
6.001 3 T14 3,2-00-00 2849.2 tbs. 2849.2 tbs.
-2760.8 tbs -2760.5 tbs
10 0.001 QUEEN POST 08-00-00 Joint 2 Joint 4
T15 08-00-00 407.1 tbs. 407.1 tbs.
.00
-399.6 tbs. -399.5 tbs.
SCISSOR HI 1 32-00-00 lJoint 2 Joint 9
2 6.OJO 3.001 T2 32-00-00 1 1415.1 tbs. 1415.1 tbs.
-1101.7 tbs. -1101.7 tbs.-
t 2 Joint 8
SCISSOR HI 322-00 0 lloi4n
_00:0
2 6.001 3.001 T3 3 00 1 15.1 tbs. 1415.1 tbs.
-1138.8 tbs, -1138 8 tbs,
SCISSOR HI 32 00-00 Joint 2 Joint 9
0 1415.1 tbs.
2 1 6.001 3.001 T4 32-00-0 1415.1 tbs.
-1171.2 tbs.
1171.2 tbs.
PIGGYBACK 32-00-00 Joint 2 Joint 11
2 6.001 3.001 T5 32-00-00 415.1 tbs. 1415.1 tbs.
-11198.8 tbs, -1198.8 tbs,
7/j
ype Cty Ply KESTNER DUPLEX
0-1-12
ROOF TRUSSES 0401526 0401526 VJ7 ROOF TRUSS 12 1
Job Refereno,-(optional)
PROFILE Q Y PI PE BASE 0_0 114 06:15:42 2004 Page I
TCH TY REACTIONS _yj000 5 May IV 2004 MiTek Irdustries,Inc. W6-V-8
PLX TOP I ROT ID O/A 3
SCISSOR 32-00-00 Joint 2 Joint 10 1-0-0
14 6.00 3.00 T6 32-00-00 1415.1 lbs. 1415.1 lbs.
1-4-0 1-0-0
-1210.8 lbs -1210.8 lbs, Sc,1, 1:1,6
SPECIAL 32-00-00 Joint 2 Joint 13
4 6.00 3.00 T7 32-00-00 1083.41lbs. 1751.3 lbs.
-1756.1 lbs
-993.9 bs
SPECIAL 32-00-00 Point 13 Joint 18
6 6.001 3.001 T8 32-00-00 1550.3 lbs. 1288.7 lbs. 6.002F1_2
c!
1646.3 lbs. -1354.3 lbs.
SPECIAL 11-00:00[oinJ152. Joint 10
0000 1
8 1 6.001 3.dO T9 1 lbs. 1415.1 lb TI
1210.8 lbs, -1210.7 Ib:1
GIRDER 0 1100:1133 J 0 41n 122 Joint 4 Joint 6
12 0 6 .5 180.7 lbs. 491.4 lbs. 3.4 M11201 3.00 F1-2
6 4.241 2. VCJ2 lbs. 4 5
-337.4 lbs -403.8 lbs
INVERTED 1 07-00-00 lJoint 2 Joint 4 Joint 5
26 6.001 3.001 VJ4 07-00-00 3 8.1 �b 44.1 lbs. 231.7 lbs.
7 s
-248-2 0-1-12
336.1 bs -79.6 Ibs
INVERTED 05-00-00 Joint 2 Joint 3 Joint 4
0-0-0 0-5-8
12 6.001 3.001 VJ5 05-00-001 357.3 lb 118.9 lbs. 9.7 lb:.
_333.0 bss. -178.5 lbs 1.9 lb I
0-11-2
0-11-2 0-0-14
JACK 03 Joint 3 Joint 4
3:0000:0000
Join
12 6.00 3.001 VJ6 0 22t327 I bs. 52.3 lbs. 41.9 lbs. Plate Offsets(KYy-[2,0-1-15,0-1-8]_
-254.2 lbs -109.4 Ihs. 8.4 lbs
LOADING(psi]l SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP
JACK 011-00:00 Jon 2 Joint 3 Joint 5 TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 2 >999 24C M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 2 >999 18C
t
00 00
12 6.00 3.001 VJ7 0 1 73.5 lbs. 58.0 lbs. 18.8 lbs. BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
A I Weight:6 lb
4.3 lbs. -31.6 lbs. 3.8 lb BCDL 5.0 Code FBC2001/ANS195 (Matrix)
LUMBER BRACING
ad or 1-0-0 oi.purlins.
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheath
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 3=-32/Mechanical,2=173/0-3-8,5=19/MechanicaI
Max Horz 2=1 14(load case 4) t
Max Uplift3=-32(load case 1),2=-264(load case 4)
Max Grav3=58(load case 4),2=173(load case 1),5=19(load case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0130,2-3=-44/30
BOTCHORD 2-5=-3/3,4-5=-1/0
NOTES (5-6)
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end
zone;Lumber DOL=1.60 plate grip DOL=1.60.
2)Refer to girder(s)for truss to truss connections.
3)Bearing atjoint(s)2 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify
capacity of bearing surface.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 264 It,uplift at
joint 2.
ineer Business No.
5)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida eng
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
6)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
-F�
-a0-b --TTru-SS Truss Type -Qty ly KESTNER DUPLEX
---Pi-KES-TN-E-R-DLJPLEX
Tru uss typ Qty y
Job ss 2 1
CA ROOF TRUSS
0401526 1 Job Reference(optio
ROOFTRUSS 12 1-5-8 nal�_----2-- -
NM k Industries,Inc. Wed Jul 14 06:15:22 004
VJ6 Job Reference(optfiono 6.006s-mjy1q2004 ffe
10401526 JI
272004-Page I
--6.do-o-s may 1-9 2004-0fek Industries,Inc. Wed J�_�11�3:115A 0-0-0
0-0-0 5-2-5 9-10-13
-1-1
3-0-0
-1-4-0 4-8-8
1-10-10 5-2-5 Scale
3-0-0 4
1-4-0 Scale 1 9 4
2.4 M11201
4,24-12 3
6.00 12
C6
A
TI
T1
B1
2
4
2
3.00-12 1 1
3.4 M1120� 5
3x4 M1�25
_10
1-5-8 4.5 M1120=
0-0-0
0-0-0
0-7-12
0-0-0
5-2-5 9-10-13
3-0-0 -
4-8-8
5-2-5
3-0-0
PLATES GRIP
DEFL in (loc) I/defi L/d
SPACING 2-0-0 CS1
LOADING(psf) M1120 249/190
bK7q-t.�XY-�20- Vert(LL) -0.31 2-5 >372 240
P I TCLL 20.0 Plates Increase 1.25 TC 0.54
BC 0.70 Vert(TL) -0.47 2-5 >247 180
DEFL in (loc) I/defl L/d PLATES GRIP TCDL 7.0 Lumber Increase 1.25 Horz(TL) -0.01 5 n/a n/a
LOADING(psf) SPACING 2-0-0 CS11 WB 0.27 1 Weight:40 lb
Vert(LL) -0.00 2-4 >999 240 M1120 249/190 BCLL 10.0 Rep Stress Incr NO
1.25 TC 0.16 (Matrix)
TCLL 20.0 Plates Increase Code FBC2001/ANSI95
TCDL 7.0 Lumber lnc;rease 1.25 BC 0.05 Vert(TL) -0.00 2-4 >999 180 1 BCDL 5.0
Horz(TL) -0.00 3 n/a n/a
Rep Stress Incr YES WB 0.00 1 1 BRACING
BCLL 10.0 1 Weight:12 lb LUMBER -0-0 oc purlins.
BCDL 5.0 Code FBC:2001/ANS195 (Matrix) TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 6
BOTCHORD
BRACING BOTCHORD 2 X 4 SYP No.2D Rigid ceiling directly applied or 6-9-12 oc bracing.
LUMBER
TOP CHORD Sheathed or 3-0-0 oc purlins. WEBS 2 X 4 SYP No-3
TOP CHORD 2 X 4 SYP No.2D
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 4 SYP No.21D
1,2=469/0-4-15,5=453/Mechanical
REACTIONS (lb/size) 4=206/Mechanica
-8,4=42/Mechanical Max Horz 2=475(load case 2)
REACTIONS (lb/size) 3=52/Mechanical,2=224/0-3 lift4=-419(load case 2),2=-427(load case 2),5=-317(load case 2)
Max Horz2=203(load case 4) Max Up
Max Uplift3=-1 09(load case 4),2=-254(load case 4) FORCES (III Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/34,2-3=-608/509.3-4=-164/49
FORCES (lb)-Maximum Compress on/Maximum Tension BOT CHORD 2-5=-847/573
TOPCHORD 1-2=0/31,2-3=-64/11I; WEBS 3-5=-624/922
BOT CHORD 2-4=-8/8
NOTES (6-8)
NOTES (5-6) 1)
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end
zone:Lumber DOL=1.60 plate grip DOL=1.60.
zone;Lumber DOL=1.60 plate grip DOL=1.60. r truss to truss connections.
2)Refer to girder(s)fo uplift at joint 4,427 lb uplift at
ections.
2)Refer to girder(s)for truss to truss conn n formula. Building designer should verify 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 419 lb
3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1- 995 angle to grai joint 2 and 317 lb uplift at joint 5.
capacity of bearing surface. 4)Girder carries hip end with 7-0-0 end setback.
hers)of truss to bearing plate capable of withstanding 109 lb uplift at joint 3 and 254 lb uplift at as front(F)or back(B).
4)Provide mechanical connection(b�ot 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted
dint 2.
5)Apex Technology is a fictitious name ow Apex Technology is a fictitious name owned by Jax Apex Technology Inc,
ned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 6)Use SIMPSON LS30 at joint#4,#5 to attach jack truss to girder. a Florida corporation. Florida engineer Business No.
224-904.821.5200 7
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32
drawing, 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
ompanying this truss drawing,
6)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss TALLATION. Additional instructions acc
architectural and structural plans during installation. If BCSI 1-03 has 8)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INS
including BCSI 1-03,should be used in conjunction with the uring installation. If BCS1 1-03 has
not been shipped to the site with Vie component pictured on this page,please contact Apex Technology for a free copy. including BCSI 1-03,should be used in conjunction with the architectural and structural plans d
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard LOAD CASE(S)
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-54
Trapezoidal Loads(plf)
Vert:2=-3(F=26,B=26)-to-4=-134(F=-40,B=-40),2=-O(F=15,B=15)-to-5=-74(F=-22,B=-22)
Lumber lncrease=1.60,Plate Increase=1.60
2)MWFRS Wind Left
Uniform Loads(plf)
-2=91
Vert:1
Horz:1-2=-99
ontinued on page 2
C
r
-7/
Job Truss Truss Type Q Ply TNER DUPLEX
ty KES russ Oty KESTNER DUPLEX
J5 Truss Type
0401526 CA ROOFTRUSS 2 V ROOFTRUSS 12 1
Job Reference(optional) Ply ]Job Reference(optional) 2-5-8
6.000s May 192004 MiTek Industries,Inc. WedJuI1406:15:232004 Page2 6.000 s May'19 2004 Mil Industries,Inc. Wed Jul If-8
0-0-0 %15:412004 Page 1
LOAD CASE(S) -1-4-0 5-0-0
Trapezoidal Loads(pff) 1-4-0 5-0-0
Vert:2=-7(F=-45,B=-45)-to-4=223(F=70,B=70),2=-O(F=3,B=3)-to-5=-15(F=-4,B=-4) S-1. 1:13.2
H 2=6(F=49,B=49)-to-3=-127(F=-18,B=-18),3=-127(F=-18,B=-18)-to-4=-243(F=-76,B=-76)
3)MWFRS loind Right:Lumber lncrease=1.60,Plate lncrease=1.60
Uniform Loads(plf)
Vert:1-2=30
Horz:1-2=-39
Trapezoidal Loads(pff)
Vert:2=-28(F=-45,B=-45)-to-4=201(F=70,B=70),2=-O(F=3,B=3)-to-5=-15(F=-4,B=-4)
H 2=28(F=49,B=49)-to-3=-1 05(F=-1 8,B=-1 8),3=-1 05(F=-1 8,B=-1 8)-to-4=-222(F=-76,B=-76)
0-:
4)MWFRS 1st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 6.00 11-2
Uniform Loads(plf)l
Vert:1-2=91
Horz:1-2=-99
Trapezoidal Loads(plo T1
Vert:2=-7(F=-45,B=-45)-to-4=223(F=70,B=70),2=-O(F=3,B=3)-to-5=-1 5(F=-4,B=-4)
H 2=6(F=49,B=49)-to-3=-127(F=-18,B=-18),3=-127(F=-18,B=-18)-to-4=-243(F=-76,B=-76) T1
0-:
5)MWFRS 2nd Wind Parallel:Lumber lncrease=1.60,Plate Increase=1.60
Uniform Loads(plf) BI 4
Vert:1-2=22
U4 M1120=
Horz:1-2=-30 2
Trapezoidal Loads(pff)
Vert:2=-37(F=-45,B=-45)-to-4=192(F=70,B=70),2=-O(F=3,B=3)-to-5=-15(F=-4,113�4)
Horz:2=37(F=49,B=49)-to-3=-96(F=-18,B=-18),3=-96(F=-18,B=-18)-to-4=-213(F=-76,B=-76) 3.00F1-2
2-5-8
1-0-0
0- U4 M1120�
4-3-8 5-0-0
4-3-8 0-8-8
Plate Offsets(X,Y): [2:0-1-15,0-1-81
LOADING(psfl SPACING 2-0-0 CS1 DEFL in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.02 2-5 >999 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.03 2-5 >999 180
BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:18 lb
LUMBER BRACING
TOP CHORD 2 X 4 SYP No.2D TOPCHORD Shealhed or 5-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.213 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 3=119/Mechanical,2=357/0-3-8,4=10/MechanicaI
Max Horz3=105(load case 4),2=283(load case 1),4=-289(load case 1)
Max Uplift3=-I 78(load case 4),2=-333(load case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2-3=-61/48
BOT CHORD 2-5=-310/0,4-5=-289/0
NOTES (6-7)
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end
zone;Lumber DOL=1.60 plate grip DOL=1.60.
2)Refer to girder(s)for truss to truss connections.
3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify
capacity of bearing surface.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 178 lb uplift at joint 3 and 333 lb uplift at
joint 2.
5)Non Standard bearing condition. Review required.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCS1 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
Truss Truss Type ty Ply EX
Trus Truss Type Qty Ply KESTNER DUPL
GE01 ROOFTRUSS 2
VJ4 ROOFTRUSS 26 1
Job Reference(optional)
Q
s 7KESTNfElI UPLE
ST
J.
Job Reference(o tional)
6.000 s May 19 2004 MiTek Induft-ries,Inc. Wed Jul :15:41=2004Page 1 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:23 2004 Page 1
0-0-0 0-0-0
4-5-4 7-0-0 1 1 -1-4-0 10-0-0 20-0-0
i 4 10-0-0
14-0 4-54 2-6-12 14-0 10-0-0
ScWe 1:35.2
ScWe 1:17.2
4x5 M1120=
7
3x4 M[120�,
3 2M 20 1 M1120 11
8
6 00 Fl-2
W W2 6.00 F1 2 2.4 M1120 11 2x M11201i
5
3T,
T1 2x4 M1120 It T
2x M1120 11
4 T
10
F--1
T
B2
LP
T'
3
5
2 5x5 M1120=
U4 M1120=
3.00 F1 2
3-5-8
0- 3.4 M1120� 1-0-0 0-0-0
20-0-0
4-3-8 7-0-0
20-0-0
4-3-8 2-8-8
Plate Offsets(X,Y): [2:0-4-0,0-2-11,[15:0-2-8,0-3-P]
Plate Offsets(X,Y): [2:0-1-15,0-1-81,[3:0-0-0,0-0-01,15:0-0-0,0-0-0]
PLATES GRIP
LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defi L/d PLATES GRIP LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defi L/d
n1r 120 M1120 249/190
TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(I-L) 0.02 6 >999 240 M1120 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.00 1
0.00 1 n/r 90
TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 2-6 >999 180 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL)
BCLL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.01 5 n/a n/a BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 11 n/a n/a
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:30 lb BCDL 5.0 Code FBC2001/ANSI95 (Matrix) Weight:94 lb
LUMBER BRACING LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc pudins. TOPCHORD 2 X 4 SYP No.21) TOPCHORD Sheathed or 6-0-0 oc pudins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 8-10-10 oc bracing. BOTCHORD 2 X 4 SYP No.2D
OTHERS 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 4=44/Mechanical,2=378/0-3-8,5=232/Mechanical REACTIONS (lb/size) 2=222/20-0-0,11=107/20-0-0,15=180/20-0-0,16=184/2G-0-0,17=109/20-0-0,18=309/20-0-0,14=182/20-0-0,13=119/20-0-0,12=293/20-0-0
Max Horz2=386(load case 4) Max Horz2=209(load case 4)
Max Uplift2=-215(load case 4),1 1=-45(load case 5),16=-207(load case 4),17=-159(load case 4),18=-31 1(load case 4),14=-208(load case 5),13=-146(load
Max Uplift4=-80(load case 4),2=-336(load case 4),5=-248(load case 4) case 5),12=-348(load case 5)
9(load case 1),18=309(load case 1),14=186(load case
FORCES (lb)-Maximum Compression/Maximum Tension Max Grav2=222(load case 1),1 1=1 14(load case 7),15=180(load case 1),16=189(load case 6),17=10
TOP CHORD 1-2=0131,2-3=-515/351,3-4=-45/14 7),13=1 19(load case 1),12=293(load case 7)
BOTCHORD 2-6=-541/430,5-5=-510/382
WEBS 3-6=-1111205,3-5=428/571 FORCES (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/32,2-3=-204/19,34�11 85/77,4-5=-37/115,5-6=0/1 70,6-7=-2/235,7-8=-1 9/222,8-9=-1 4/117,9-1 0=-26/51,
10-11=-135/69
NOTES (5-7)
1)Wind:ASCE 7-98;120mph(3-�5econd gust);h=20ft;TCDL=4.2psf-,BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end BOTCHORD 2-18=-25/190,17-18=-25/190,16-17=-25/190,15-16=-25/190,14-15=-25/190,13-14=-251190,12-13=-25/190,
11-12=-25/190
zone;Lumber DOL=1.60 plate grip DOL=1.60.
2)Refer to girder(s)for truss to truss connections. WEBS 7-15=-124/0,6-16=-122/218,5-17=-75/176,4-18=-191/315,8-14=-119/216,9-13=-81/172,10-12=-178/329
3)Bearing atjoint(s)2 considers parallel to grain value using ANSI1TPI 1-1995 angleto grain formula. Building designer should verify
NOTES (7-9)
capacity of bearing surface.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 lb uplift at joint 4,336 lb uplift at joint 1)Unbalanced roof live loads have been considered for this design.
xp C;partially;MWFRS gable end
2 and 248 lb uplift at joint 5. 2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;E
zone;Lumber DOL=1.60 plate grip DOL=1.60.
5)Use SIMPSON LS30 at joint#5 to attach jack truss to girder.
a MiTek"Standard
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),se
Gable End Detail"
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, 4)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 2-0-0 oc.
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 215 lb uplift at joint 2,45 lb uplift at joint
on this page,please contact Apex Technology for a free copy.
not been shipped to the site with the component pictured
11,207 lb uplift at joint 16,159 lb uplift at joint 17,311 lb uplift at joint 18,208 lb uplift at joint 14,146 lb uplift at joint 13 and 348 lb
uplift at joint 12.
LOAD CASE(S)Standard
7)APEX TECHNOLOGY IS A FICTITOUS NAME OWNED BY JAX APEX TECHNOLOGY INC.,A FLORIDA CORPORATION.
FLORIDA ENGINEER BUSINESS NO.7547-333 JACKSONVILLE DRIVE,JACKSONVILLE BEACH,FL.32250-904.241.5200
THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION.ADDITIONAL INSTRUCTIONS ACCOMPANYING THIS
TRUSS DRAWING,INCLUDING HIB-91,SHOULD BE USED IN CONJUNCTION WITH THE ARCHITECTURAL AND
STRUCTURAL PLANS DURING INSTALLATION.IF HIB-91 HAS NOT BEEN SHIPPED TO THE SITE WITH THE COMPONENT
PICTURED ON THIS PAGE,PLEASE CONTACT APEX TECHNOLOGY FOR A FREE COPY 904.241.5200
8)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
9)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
*716
Truss I ype Qt Ply KESTNER DUPLEX Job Truss Truss Type Ply KFSTNER b
Job Truss
J2 ROOFTRUSS 4 1-5-8
0401526
0401526 Tg ROOF TRUSS 8 1
y 19 2004 MITek Industries,Inc. Wed Jul
Job Reference(optional) Qty Job Reference(optional)
-A-15:24 2004 Page 1
6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:39(?F6 Page 1 0-0-0
0-0-0
3-0-0
-1-4-0
7-7-5 12-2-4 1 16-0-0 1 21-1-13 26-3-11 32-0-0 P3-4-9
1-4-0 4-3-8 1 1
3-0-0
1-4-0 1-4-0
1-4-0 4-3-8 3-3-13 4-6-15 3-9-12 5-1-13 5-1-13 5-8-5 Scale 1:57.0 Scale 1:9.4
4x5 MUM=
6
s oo`1-2
2x4 M1120 11
5 x4 M1120,� 6.00F12
5x5 M1120-�, W4 U4 M1120,�
V
Tl
4 2x4 M1120
W7 9 2
:2x4 M1120 11
W3
3
W
B1
W5
10
2 6xl2 M1120=
17 0
6 Xa M
xg M1120=
is 14 13 12 4xS M1120= I
US M1120� 4
2A M1120 11 3x8 M1120= 3X4 M1120=3X4 M1120=
3.00`1F2 1-5-8
-0 0-0-0
0-0-0 -0
2X4 M1120=
0-0-0
3-0-0
16-0-0 23-8-12 32-0-0
1 4-3-8 12-2-4 1 3-0-0
4-3-8 7-10-12 3-9-12 7-8-12 8-3-4
Plate Offsets(X,Y): L2:0-3-4,0-1-8],L4:0-1-1210-3-01 LOADIll SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 2-4 >999 240 M1120 249/190
TCLL 20.0 Plates Increase 1.25 TC 0.16
SPACING 2-0-0 CS1 DEFL in (loc) Il Ud PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 2-4 >999 180
LOADING(psf)
TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.47 16-17 >804 240 M1120 249/190 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
Lumber Increase 1.25 BC 0.84 Vert(TL) -0.68 16-17 >557 180 Code FBC2001/ANS195 (Matrix) Weight:12 lb
TCDL 7.0 BCDL 5.0
W13 0.61 Horz(TL) 0.21 10 n/a n/a
BCLL 10.0 Rep Stress Incr YES Weight:183 lb LUMBER BRACING
BCDL 5.0 Code FBC20011ANS195 (Simplified)
TOP CHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 3-0-0 oc purlins.
LUMBER BRACING BOT CHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
TOPCHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-9-8 oc purfins.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-5-13 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-16
REACTIONS (lb/sil 3=52/Mechanical,2=22410-3-8,4=42/Mechanical
Max Horz 2=203(load case 4)
Max Uplil 07(load case 4),2=-257(load case 4)
REACTIONS (lb/size) 2=1415/0-3-8,10=1415/0-3-8
Max Horz 2=291(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension
=-121 1(load case 4),10=-121 1(load case 5) TOPCHORD 1-2=0/33,2-3=-62/18
Max Uplifl:2
BOT CHORD 2-4=0/0
FORCES (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/16,2-3=-4596/3758,3-4=-4521/38131,4-5=-2146/1757,5-6=-2146/1973,6-7=-1479/1344,7-8=-2105/1761, NOTES (4-5)
8-9=-2105/1761,9-1 0=-2301/1882,10-11=0/1 6 1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,BCDL=3.Opsf-,Category 11;Exp C;partially;MWFRS gable end
BOTCHORD 2-17=-354714174,16-17=-2156/2604,15-16=0/57,5-16=-228/448,14-15=0/0,13-14=-1078/1693,12-13=-1078/1693, zone;Lumber DOL=1.60 plate grip DOL=1.60.
10-12=-147412041 2)Refer to girder(s)for truss to truss connections.
WEBS 3-17=-69/261,4-17=-1654/1903,4-16=-794/949,14-16=-794/1363,6-16=-1234/1301,6-14=-386/314,7-14=-551/738, 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 257 lb uplift at
7-12=-350/450,9-12=-236/500 joint 2.
4)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
NOTES (5-6) 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
1)Unbalanced roof live loads have been considered for this design. 5)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TC DL=4.2psf;BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
zone;Lumber DOL=1.60 plate grip DOL=1.60. not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
3)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify
capacity of bearing surface. LOAD CASE(S)Standard
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1211 lb uplift at joint 2 and 1211 lb uplift
at joint 10.
5)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
6 THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
Job Truss ---7rusiType Qty Ply
Job Truss Qty Ply KESTNER DUPLE
Truss Typ X
0401526 T7 ROCIF TRUSS 4 1 �KESTNER DUPLEX ;0401;52�6 �]J4 ���ROOF TRUSS 14 1
Job Reference(optional) 0
0-712 b Reference(optional)
6.000 s May 19 2004 MiTek Indust c. Wed Jul 14 06:15:38 201 Page 1
0-0-0 `�Y-b4 0-0-0 6.00U s May 19 2004 MiTek Industries,Inc. Wed Jul 14 -25 2004 Page I
1-4-0 5-10-10 10-11-5 16-0-0 20-10-4 25-8-8 28-7-0 32-0-0 P3-4-9 1-4-0 1 7-0-0
1-4-0 5-10-10 5-0-11 5-0-11 4-10-4 4-10-4 2-10-8 3-5-0 1-4-0' 1-4-0 7-0-0 3
Scale 1 57.0
Scale 1:17.3
4x5 M1120=
6.00 FIT
V5
3x4mlill
4X8 M1120,1
6 oo F1-2
W4 INS
4X5 M1120�,
U4 Mlli
3X4 M1120 8 Tl
2X4 M1120 11
3 . 9
W2
4xS M1120,1
5x8 M1120=
16 W 10
'7 3X4 M1120�
3.00 FIT W 16
3x4 N11123�
W2 M1120 2
2x4 M1120 11
12
3 4 M1120— 81
4x5 Mlli 13
7x8 M1120=
4
-12 3-5-8
0-0-0 0-0-0
0-i M1120= 0-0-0
5-10-10 10-11-5 16-0-0 25-8-8 26 32-0-0
F?-0 -1-4-0 7-0-0
5-10-10 5-0-11 5-0-11 9-8-8 0-3-8 6-0-0 1-4-0 7-0-0
LOADINGi Plate Offsets(X, [2:0-1-8,0-1-81
SPACING 2-0-0 CS1 DEFIL in i I/defi L/ PLATES GRIP
d
TCLL 20.0 Plates Increase 1.25 TC 0.74 Verti -0.57 14-15 >539 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.85 14-15 >363 180 LOADINGi SPACING 2-0-0 CS1 DEFL in (loi I/defl Ud PLATES GRIP
BCLL 10.0 Rep Stress Incr YES WB 0.84 Horz(TL) -0.19 13 n/a ni TCLL 20.0 Plates Increase 1.25 TC 0.65 Verti -0.11 2-4 >776 240 M1120 249/190
BCDL 5.0 Code FBC2001/ANS195 (Simplified) TCDL 7.0 Lumber Increase 1.25
Weight:162 lb BC 0.28 Vert(TL) -0.16 2-4 >517 180
BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
LUMBER BRACING BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:24 lb
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 3-3-0 oc purlins.
LUMBER
BOT CHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 4-1-3 oc bracing. BRACING
WEBS 2 X 4 SYP No.3 WEBS I Row at micipt 7-14 TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 13=1751/0-3-8,2=1083/0-3-8
Max Horz 2=291(load case 4) REACTIONS (lb/size) 1=-128/Mechanical,3=145/Mechanical,2=548/0-3-8,4=102/MechanicaI
Max Upliftl 3=-1 756(load case 5),2=-994(load case 4) Max Horz2=379(load case 4)
Max Upliftl=-128(load case 1),3=-289(load case 4),2=-649(load case 4)
FORCES (lb)-Maximum Compression/Maximum Tension Max Grav 1=281(load case 4),3=1 45(load case 1),2=548(load case 1),4=1 021 case 1)
TOPCHORD 1-2=0/1 6,2-3=-3114/2689,3-4=-2320/19B5,4-5=-2320/1985,5-6=-1 442/1178,6-7=-1 442/1221,7-8=-1938/1394,
8-9=-1938/1394,9-10=-2134/1394,10-1'=-794/561,11-12=0/16 FORCES (lb)-Maximum Compression/Maximum Tension
BOTCHORD 2-18=-2547/2842,17-18=-2547/2842,16-17=-2547/2842,15-16=-1 661/2139,14-15=-511/790,13-14=-1949/2148, TOPCHORD 1-2=109/87,2-3=-159/50
9-14=-207/407,11-13=-499/848 BOT CHORD 2-4=0/0
WEBS 3-18=0/1 62,3-16=-689/861,5-16=-238/3 57,5-15=-825/999,6-15=-729/1016,7-15=-231/547,7-14=-2633/2355,
10-14=1 250/2199,10-13=-980/577 NOTES (4-6)
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end
NOTES (5-6) zone;Lumber DOL=1.60 plate grip DOL=1.60.
1)Unbalanced roof live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections.
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 lb uplift at joint 1,289 lb uplift at
zone;cantilever right exposed;Lumber DOL=1.60 plati�grip DOL=1.60. joint 3 and 649 lb uplift at joint 2.
3)Bearing atjoint(s)2 considers parallel to grain value using ANSIfTPI 1-1995 angle to grain formula. Building designer should verify 4)Use SIMPSON LS30 at joint#3 to attach jack truss to girder.
capacity of bearing surface. 5)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1756 lb uplift at joint 13 and 994 lb uplift 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
at joint 2. 6)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
5 Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
6)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
LOAD CASE(S)Standard
including BCSI 1-03,should be used in conjunction witl�the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
716
Qty Ply KESTNER DUPLEX Truss Truss Type Cfty Ply—�KESTNER DUPLEX
Job Truss Truss Type
0401526 TI ROOFTRUSS 2 T6 ROOFTRUSS 14 1
2 Job Reference(optional) nce(optional)
6.000 a May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:2&d_W4 Page 1 6.000 a May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:37(?F
6 Page 1
0-0-0 0-0-0
1-4-0 4-3-8 7-0-0 12-11-7 19-0-9 25-0-0 27-8-8 1 32-0-0 P3-4- 1-4-0 4-7-7 7-7-5 12-2-8 16-0-0 19-9-8 24-4-11 27-4-9 1 32-0-0
F i F
1-4-0 4-3-8 2-8-8 5-11-7 6-1-3 5-11-7 2-8-8 4-3-8 1-4-0 1-4-0 4-7-7 2-11-14 4-7-2 3-9-8 3-9-8 4-7-2 2-11-14 4-7-7 1-4-0
Scaie 1:57.7 S,.I� 1:57.0
4x5 M1120=
6
6.00[12 —
6X6 M1120= U4 M1120��
20 M1120 11 7x8 M1120= 6xB M1120= V1 30 M1120
4 5 6 7 7
W5 W5
6.00 FU 3x4 M1120!� F 3x4 M1120,�
1x5 M1121
8
W3
2x4 M112.-
W4 W4 I v 5x5 M1120o� 5x5 M1120,-
: W4 W4
W2 W2
4
8
W3 W3
2x4 M1120,1 2x4 M1120!�
2 17 16 15 14 13 12 11 10 17 3 1 5x8 M1120= 9
7x8 M1120= 30 M1120= 3x8 M1120= 5xB M1120= U4 M1120= U4 M11201-- 7x8 M1120=
4x12 M112 4x12 MH20� 15 13 16
3.00 5x M _ i
3.00 71-2 5x5 M1120� `12 5X5 M1120:: 10
2 16 12 v
M.
U4 M1120� 3X4 M1120�
3x8 M]120� 3x8 M1120�
0-0-0 0-0-0 0-0-0 0-0-0
8-8 32-0-9 5-10-10 9-7-12 16-0-0 22-4-4 26-1-6 32-0-0
4-3-8 7-0-0 12-11-7 19-0-9 25-0-0 27-
4-3-8 2-8-8 5-11-7 6-1-3 5-11-7 2-8-8 4-3-8 5-10-10 3-9-2 6-4-4 6-4-4 3-9-2 5-10-10
Plate Offsets(X,Y): [2:0-3-4,Edgel,[4:0-5-4,0-2-81,[6:0-4-0,0-4-8],[7:0-5-4,0-2-81,[9:0-3-4,Edge] Plate Offsets(X,Y): [2:0-3-8,0-1-81,[4:0-2-8,0-3-01,[8:0-2-8,0-3-01,110:0-3-8,0-1-81,[13:0-Zm�,0-3-0, 1�50-2-8,0-3-01
LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defi L/d PLATES GRIP LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loi:) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(I-L) 0.79 15 >479 240 M1120 2491190 TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.66 14 >579 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.68 13-15 >559 180 TCDL 7.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.76 14-'5 >503 180
BCLL 10.0 Rep Stress Incr NO WI3 0.54 Horz(TL) -0.42 9 n/a n/a BCLL 10.0 Rep Stress Incr YES WEI 0.76 Horz(TL) 0.53 10 n1a n/a
BCDL 5.0 Code FBC2001/ANS195 (Simplified) Weight:375 lb BCDL 5.0 Code FBC2001/ANSI95 (Simplified) Weight:158 lb
LUMBER BRACING LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D *Except* TOPCHORD Sheathed or 4-1-9 oc purlins. TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 2-10-7 oc purlins.
T3 2 X 6 SYP DSS,T2 2 X 6 SYP DSS BOTCHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-5-10 oc bracing.
BOTCHORD 2 X 4 SYP No.21) *Except* WEBS 2 X 4 SYP No.3
B3 2 X 6 SYP DSS,B2 2 X 6 SYP DSS
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1415/0-3-8,10=1415/0-3-8
Max Horz2=290(load case 4)
REACTIONS (lb/size) 2=2849/0-3-8,9=2849/0-3-8 Max Uplift2=-121 I(load case 4),1 0=-1 211(load case 5)
Max Horz2=-151(load case 5)
Max U plift2=-2761(load case 4),9=-2761(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/16,2-3=-4513/3755,3-4=-4385/3613,4-5=-3861/3102,5-6=-2873/2145,6-7=-2873/2'177,7-8=-3861/2796,
FORCES (lb)-Maximum Compression/Maximum Tension 8-9=-4385/3319,9-1 0=-4513/3465,10-11=0/1 6
TOPCHORD 1-2=0/16,2-3=-10643/10706,3-4=-7878/8127,4-5=-9814/10210,5-6=-9814/10206,6-7=-9806110164, BOTCHORD 2-16=-3540/4104,15-16=-3111/3876,14-15=-2281/3199,13-14=-1994/3199,12-13=-2536i3876,10-12=-2979/4104
7-8=-7878/8091,8-9=-10643/10633,9-10=0/16 WEBS 3-16=-90/300,4-16=-281/306,4-15=-383/576,5-15=-596/644,5-14=-626/833,6-14=-1 67512365,7-14=-626/836,
BOTCHORD 2-17=-9726/9690,16-17=-9726/9706,15-16=-7065/6963,14-15=-9994/9821,13-14=-9994/9821,12-13=-6965/6963, 7-13=-602/644,8-13=-383/581,8-12=-291/306,9-12=-90/31 0
11-12=-9588/9706,9-11=-9589/9690
WEBS 3-17=-2294/2407,3-16=-2809/2745,4-16=-1 719/1928,4-15=-3316/3153,5-15=-760/1305,6-15=-88/90, NOTES (5-6)
6-13=-788/1325,7-13=-3301/3144,7-12=-1 703/1928,8-12=-2809/2696,8-11=-2262/2407 1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp C;parlially;MW`FRS gable end
NOTES (10-11) zone;Lumber DOL=1.60 plate grip DOL=1.60.
1)2-ply truss to be connected together with 10d Common(.1 48"x3")Nails as follows: 3)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. verify capacity of bearing surface.
Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1211 lb uplift at joint 2 and 1211 lb uplift
Webs connected as follows:2 X 4-1 row at 0-9-0 oc. at joint 10.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to 5)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
3)Unbalanced roof live loads have been considered for this design. 6)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
4)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
zone;Lumber DOL=1.60 plate grip DOL=1.60. not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
5)Provide adequate drainage to prevent water ponding.
6)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should LOAD CASE(S)Standard
verify capacity of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2761 lb uplift at joint 2 and 2761 lb uplift
at joint 9.
8)Girder carries hip end with 7-0-0 end setback.
9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)539.Olb down and
642.01b up at 25-0-0,and 539.01b down and 642.Olb up at 7-0-0 on bottom chord. The design/selection of such special connection
devil is the responsibility of others.
Continued oripr
—7'uss Type
USS T1 ROOF TRUSS 2
0401526 T5 ROOFTRUSS
�fruss — Truss Type Qty Ply Truss Truss Type Qt TNER DUPLEX
Job russ
KESTNER DUPLEX
TROOF
2 Reference(optional)
Job F 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:27 2004 Page 2
6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:36(?F6 Page 1
0-0-0
10)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.7547-4745 Sutton Park Court,Suite 402,
1-4-01 3-11-12 7-7-5 10-3-5 15-0-0 17-0-0 1 21-8-11 1 24-4-11 28-04 32-0-0 P3-4-9 Jacksonville,Fl.32224-904.821.5200
4-8-11 2-8-0 3-7-10 3-11-12 1-4-0 11)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,including BCSI 1-03,should be used in
1-4-0 3-11-12 3-7-10 2-8-0 4-8-11 2-0-0
$�Ie 1:57.0 conjunction with the architectural and structural plans during installation. If BCSI 1-03 has not been shipped to the site with the component pictured on this page,please
contact Apex Technology for a free copy.
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.25,Plate lncrease=1.25
Uniform Loads(pit)
5x5 M1120�
5x5 M1120= Vert:1-4=-54,4-7=-1 18(F=-64),7-1 0=-54,2-17=-30,16-17=-30,12-16=-65(F=-35),11-12�30,9-11=-30
6 Concentrated Loads(lb)
Vert:16=-539(F)12=-539(F)
6.00 F1-2
6 W
20 M1120 11 2x4 M1120 H
W5 W5
5 8
W M1120�; 5X5 M1120,-
4
W3 W3
2x4 M1120� 2x4 M1120�
5x5 M1120= 10
3
11 17 15 14 7
3 00 F1-2 4x5 M1120�
4x5 M1120--
3x8 M1120� 3x8 M1120�
13
2 19
U4 M1120� 12
U4 M[120�
3x8 M11 O�
US M1120�
0-0-0 0-0-0
5-6-10 10-3-5 16-0-0 21-8-11 26-5-6 32-0-0 1
5-6-10 4-8-11 5-8-11 5-8-11 4-8-11 5-6-10
Plate Offsets(X,Y): [2:0-q-8,0-1-_8li4-.0-2-B4O-3-01,[6:0-2-8,G-2-41,[7:0-2-8,0-2-41,[9:0-2-8,0-3-01,[11:0-3-8,0-1-81,[14:0-2-8,Edge],[18:0-2-8,Edge]
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.64 17 >596 240 M1120 249/190
TCDL 7.0 Lumber Increasig 1.25 BC 0.86 Vert(TL) -0.73 16-17 >521 180
BCLL 10.0 Rep Stress Incr YES W13 0.44 Horz(TL) 0.51 11 n/a n/a
BCDL 5.0 Code FBC2001 fANS195 (Simplified) Weight:167 lb
LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 2-11-0 oc pudins.
BOTCHORD 2 X 4 SYP No.21) BOTCHORD Rigid ceiling directly applied or 3-5-12 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-17,7-15
REACTIONS (lb/size) 2=1415/0-3-8,11=1415/0-3-8
Max Horz2=275(load case 4)
Max Uplift2=-1 199(load case 4),11=-1 199(load case 5)
FORCES (lb)-Maximum Compression/Wiximum Tension
TOPCHORD 1-2=0/16,2-3=4517/3744,3-4=-4390/3527,4-5=-3834/2996,5-6=-3836/3189,6-7=-291112157,7-8=-3836/2899,
8-9=-3834/2705,9-10=-43��0/3250,10-11=-4517/3475,11-12=0/16
BOTCHORD 2-19=-3523/4097,18-19=-�3038/3861,17-18=-3038/3861,16-17=-1656/2784,15-16=-1584/2784,14-15=-249313861,
13-14=-2493/3861,11-13=-2996/4097
WEBS 3-19=-75/333,4-19=247/2;10,4-17=-363/522,5-17=-208/401,6-17=-127511077,6-16=-380/790,7-16=-520/790,
7-15=1 281/1077,8-15=-iD8/400,9-15=-363/527,9-13=-258/310,10-13=-75/345
NOTES (6-7)
1)Unbalanced roof live loads have been considered for this design.
BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,
zone;Lumber DOL=1.60 plate grip DOL:=1.60.
3)Provide adequate drainage to prevent water ponding.
4)Bearing at joint(s)2,11 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should
verify capacity of bearing surface.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1199 lb uplift at joint 2 and 1199 lb uplift
at joint 11.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
-7/0
�Q K1:b I NtK UUI'Lr
Job Truss Truss Type ty y
Job Truss Truss Type Qty y KESTNER DUPLEX 2
2
0401526 T11 ROOFTRUSS
1 7i�Jozb
ROOFTRUSS 2 Reference footional)
0401526 T3 Job Reference o tional) 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:Vd-W4 Page I
00 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15: Page 1 0-0-0
0-0-0 -0;0 19-0-0 32-0-0 �3-4-9
14-Oi 4-3-8 1 7-7-5 12-24 1 25-2-12 i
32-0-0 33-4-Q 6-9-4 14-0
16-0-0 21-0-0 26-1-1
14-Oi 5-10-15 11-0-0 1 6-2-12
5-1-1 5-10-15 1-4-0 1-4-0 4-3-8 3-3-13 4-6-15 0-9-12 6-0-0 Scale 1:57.7
6-0-0
14-0 5-10-15 5-1-1 5-0-0 Scale 1:57.7
5x5 M1120�� US M1120=
6
6.00 F1 1 5
4x8 M1120=
2x4 M1120 11 4x8 M1120= ft5 N!1120�� 3x4 M1120,1
30 M1120--
4 5 6 W5 7
T-2
4 8
6
2x4 M1120 11
W3
F12 4x5 M1120�� W4 W4 4x5 M1120--
3 W8
3
W2
W2 6
2 10
18 U
8 5.8 M1120� 7x12 M1120=
15 14 13 12 11
2 12 11 10
!� r,1� 3x8 M1120� 1120= 2x4 M1120 11
13 2x4 M1120 11 4x8 M1120= U4 M
14 3x4 M1120= 6x8 M1120= 3.00 F1-2-
6xs VIVO= 3.4 M1120= 6x12 M1120= 2x4 M::2
US!V!1120� 0
W M 20
3x8 M1120�
3.00 F1-2
0-0-0
0-0-0 0-0-0
0-0-0
4-3-8 12-2-4 19-0-0 25-2-12 32-0-0
4-3-8 11-0-0 1 16-0-0 1 21-0-0 1 27-8-8 32-0-0 1 i 6-2-12 6-94
4-3-8 7-10-12 6-9-12
5-0-0 5-0-0 6-8-8 4-3-8
4-3-8 6-8-8 Plate Offsets(X,Y): [2:U-3-5,U-1-61,L4: -2-0,0-3-01,[6:0-5-4,0-2-01
- 5-0,0-3-01
Plate Offsets KY) 2-0-0 CS1 DIEFIL in (loc) I/defi Ud PLATES GRIP
PLATES LOADING(psQ SPACING Vert(LL) 0.41 17-18 >933 240 M1120 249/190
LOADING(psf)l SPACING 2-0-0 CS1 DEFL in (loc) Ildefl L/d GRIP Plates Increase 1.25 TC 0.73
1120 249/190 TCLL 20.0
TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.40 12 >952 240 M TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.55 17-18 >687 180
LumbE r Increase 1.25 BC 0.82 Vert(TL) -0.51 10-11 >745 180 BCLL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.21 9 n/a n/a
TCDL 7.0 Weight:177 lb
Horz(TL) 0.33 8 n/a n/a (Matrix)
BCLL 10.0 Rep Stress Incr YES W13 0.62 Weight:165 lip BCDL 5.0 Code FBC2001/ANSI95
BCDL 5.0 Code %C2001/ANSI95 (Simplified)
BRACING
LUMBER
TOP CHORD Sheathed or 2-9-8 oc purlins.
LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 2-7-7 oc purlins. BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-7-7 oc bracing.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-104 oc bracing. WEBS 2 X 4 SYP No.3
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1415/0-3-8,9=1415/0-3-8
REACTIONS (lb/size) 2=14151(1-3-8,8=1415/0-3-8 Max Horz2=245(load case 4)
Max Horz2=214(load case 4) Max Uplift2=-1 174(load case 4),9=-1 174(load case 5)
Max UpIift2=-1 139lload case 4),8=-1 139(load case 5)
n/Maximum Tension
FORCES (lb)-Maximum Compressio 5-6=-1883/1518,6-7�1759/1388,7-8=-1836/1366,
FORCES (lb)-Maximum Compression/Maximum Tension TOPCHORD 1-2=0/31,2-3=4531/3342,3-4=-4404/3415,4-5=-2168/1582
1-2=0/1 6,2-3=-4564/3175,3-4=-2321/1688,4-5=-2316/1751,5-6=-2316/1751,6-7�23211/11660,7-8=-4564/2956, 8-9=-2451/1789,9-1 0=0/33
TOPCHORD /630,14-15=010,13-14=-9210,
8-9=0/1 6 BOTCHORD 2-18=-3096/4067,17-18=-200312646,16-17=-2003/2646,14-16=0/301,5-16=-357
11=-1 953/3086,8-1 0=-2491/4164
BOTCHORD 2-14=-2910/4164.,13-14=-2277/3086,12-13=-1335/2092,11-12=-1220/2092,10- 12-13=-1363/2111,11-12=-1363/2111,9-11=-1363/2111
-263/410,6-12=-361/414,6-11=-334/561, 11=0/225,
WEBS 3-14=-866/1513,3-13=-1 082/1104,4-13=-358/561,4-12=-361/414,5-12= WEBS 3-18=0/168,4-18=-1 298/1703,4-16=-854/995,13-16=-768/1648,6-13=-202/201,8-13=-614/755,8-
7-11=-1 082/1037,7-1 0=-73511513 6-16=-345/519,15-17=-1 8 1/0
NOTES (6-7) NOTES (6-7)
n considered for this design. been considered for this design.
1)Unbalanced roof live loads have bee Opsf;Category 11;Exp C;partially;MWFRS gable end 1)Unbalanced roof live loads have 11;Exp C;partially;MWIFIRS gable end
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,BCDL=3 2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3 Opsf;Category
zone;Lumber DOL=1.60 plate grip DOL=1.60. zone;Lumber DOL=1.60 plate grip DOL=1.60.
3)Provide adequate drainage to prevent water ponding. 3)Provide adequate drainage to prevent water ponding.
angle to grain formula. Building designer should
n value using ANSI/TPI 1-1995 4)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify
4)Bearing at joint(s)2,8 considers parallel to grai
verify capacity of bearing surface. capacity of bearing surface.
earing plate capable of withstanding 1139 lb uplift at joint 2 and 1139 Ilp uplift by others)of truss to bearing plate capable of withstanding 1174 lip uplift at joint 2 and 1174 Ilp uplift
5)Provide mechanical connection(by others)of truss to b 5)Provide mechanical connection
at joint 8. at joint 9.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Cout:,Suite 402,Jacksonville,Fl.32224-904.621.5200 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
accompanying this truss drawing,
7)THIS DRAWING IS NOT SUFrICIENT ALONE FOR INSTALLATION. Additional instructions 7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
on this page,please contact Apex Technology for a free copy.
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
not been shipped to the site w th the component pictured
LOAD CASE(S)Standard LOAD CASE(S)Standard
7/0 Ail
Truss Typ�e � -R DUPLEX
USS
Truss Type Qty
aty Ply Job
Job Truss Truss Type T:��ss
LISS 1 KESTNER DUPLEX ss
ROOFTRUSS 2
0401526 T13
-rence(optional)
0401526 T15 TROOF TRUSS 10
l'k 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:�16_& Page 1
6.000 s May 19 2004 MiTek Industries,Inc. Wed 1-64(P6:15:32 2004 Page 1 0-0-0
0-0-0
12-2-4 1 17-7-2 23-0-0 27-2-12 32-0-0 R3-4-
-1-4-0 4-0-0 8-0-0 9-4-0 1-4-0 4-3-8 9-0-0
4-9-4 1-4-0
4-0-0 -4-0 1-4-0 4-3-8 4-8-8 3-2-4 5-4-14 5-4-14 4-2-12 Scale 1:57.7
1-4-0 4-0-0 1 Scale 1:17.8
4x5 M1120=
3 6xS M1120=
Ull M1120=
2x4 M1120 11 3x4 M1120-
4 5 6 7
6.00
F1—2 2x4 M1120 11 W3 W4 2x4 M1120!�
6.00 F1-2 V, W7 I V1 C?
W1 3
W
5 9 fc?I
T1 2 7x12 M1120= .1 — L I
16 10
2 W M1120=
14 13 12 4x5 M1120=
3.8 M11201
6x8 M
3.00 Ff2 a4 M1120 11 M1120= U4 112011
1-3 3X4 M1120-
5
6
2X4 M1120 11
2x4 M1120=
2x4 M1120=
0-0-0
0-0-0 0-0-0 0-0-0
4-3-8 1 12-2-4 17-7-2 23-0-0 32-0-0
4-0-0 8-0-0
4-0-0 4-0-0 4-3-8 7-10-12 54-14 5-4-14 9-0-0
Plate Offsets(X,Y): [2:0-3-3,0-1-8],[3:0-0-0,0-0-0],L4:0-6-0,0-2-81,[5:0-0-0,0-0-01,[6:0-0-0,0-0:01,ff'.0-54,0-2-01'[8:0-0-0,0-0-0]
Plate Offsets(X,Y): [2:0-0-0,0-0-01,[3:0-0-0.0-0-01,[4:0-0-0,0-0-0]
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP LOADING(psf) SPACING 2-0-0 CS1 DEFIL in floc) I/defi Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.51 15-16 >739 240 M1120 249/190
TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 6 >999 240 M1120 2491190
TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.74 15-16 >513 180
TCDL 7.0 Lumber Increase '1.25 BC 0.14 Vert(TL) -0.01 2-6 >999 180
BCLL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCLL 10.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.22 9 n/a n/a
BCDL 5.0 Code FBC2001/ANSI95 (Simplified) Weight:33 lb BCDL 5.0 Code FBC2001/ANS195 (Simplified) Weight:172 lb
BRACING
LUMBER BRACING LUMBER 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-10-0 oc purlins.
TOPCHORD Sheathed or 6-0-0 oc purlins. TOPCHORD
TOPCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-9-3 oc bracing.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOTCHORD 2 X 4 SYP No.2D
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-16
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1415/0-3-8,9=1415/0-3-8
REACTIONS (lb/size) 2=407/0-3-8,4=407/0-3-8 Max Horz 2=1 84(load case 4)
Max Horz2=-108(load case 5)
Max UpIift2=-1 102(load case 4),9=-1 102(load case 5)
Max UpIWQ=-400(load case 4),4=-400(load case 5)
FORCES (lb)-Maximum Compression[Maximum Tension
Maximum Compression/Maximim Tension
FORCES (lb
TOP CHORD 1-2=0116,2-3=-4596/3352,3-4=-4520/3441,4-5=-2809/2284,5-6=-2809/2284,6-7=-2293/1907,7-8=-2082/1660,
TOPCHORD 1-2=0/1 6,2-3=-346/273,3-4=-:96/273,4-5=0/1 6 8-9=-2314/1824,9-10=0/16
BOTCHORD 2-6=-1 59/306,4-6=-1 59/306 5=-232/357,13-14=0/0,12-13=-1244/1871,11-12=-1244/1871,
WEBS 3-6=0/1 16 BOTCHORD 2-16=-3047/4174,15-16=-1 721/2324,14-15=0/79,5-1
9-11=-1518/2049
WEBS 3-16=-106/361,4-16=-1718/2147,4-15=-592/778,13-15=-1690/2334,6-15=-483/647,6-13=-647/711,7-13=-565/629,
NOTES (4-5)
1)Unbalanced roof live loads have been considered for this design. 7-1 1=-179/312,8-11=-214/483
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf-,BCDL=3.Opsf,Category 11;Exp C;partially;MWFRS gable end
NOTES (6-7)
zone;Lumber DOL=1.60 plate grip DOL=11.6). 1)Unbalanced roof live loads have been considered for this design.
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 lb uplift at
;TCDL=4.2psf-,BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft
joint 4.
4)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. zone;Lumber DOL=1.60 plate grip DOL=1.60.
7547-4745 Sutton Park Court,Suite 402,Aicksonville,Fl.32224-904.821.5200
3)Provide adequate drainage to prevent water poncling.
e using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify
5)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, 4)Bearing at joint(s)2 considers parallel to grain valu
including BCSI 1-03,should be used in conjUnction with the architectural and structural plans during installation. If BCSI 1-03 has capacity of bearing surface. rs)of truss to bearing plate capable of withstanding 1102 lb uplift at joint 2 and 1102 lb uplift
not been shipped to the site with the comporent pictured on this page,please contact Apex Technology for a free copy. 5)Provide mechanical connection(by othe
at joint 9.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
LOAD CASE(S)Standard
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
-7140A00iSr.A1f r
Job Truss Truss Type Qty ply KESTNER DUPLEX Truss Truss Type FKENfER DUPLEX
Truss Ty
FRO USS
ST
0401526 T14 ROOFTRUSS 2 T14
OFTRUSS 2
J. .are
2 Job Reference(o
0-0-0 6.OGO s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:V6 "t' Ply 2 bR nce(optional)
_W4 Page 1 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:32 2004 Page 2
10)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Busiress No.7547-4745 Sutton Park Court,Suite 402,
1-4-0 4-3-8 4-�-4 7-0-0 12-2-4 16-6-1 20-8-3 25-0-0 28-0-12 32-0-0 R34-9
F i i Jacksonville,Fl.32224-904.821.5200
1-4-0 4-3-8 0-1-12 5-2-4 4-3-13 4-2-1 4-3-13 3-0-12 3-11-4 1-4-0 11)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,including BCSI 1-03,should be used in
S�le 1-57.7
conjunction with the architectural and structural plans during installation. If BCSI 1-03 has not been shipped to the site Ywith the component pictured on this page,please
2-6-12 contact Apex Technology for a free copy.
LOAD CASE(S)
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=-54,4-9=-1 18(F=-64).9-12=-54,2-19=-30,18-19=-30,17-18=-65(F=-35),13-16=-65(F=-35),11-13=-3C
Concentrated Loads(lb) f
5x5 M1120= 4x5 M1120=
U5 M1120= 4xg M1120� 3X4 M1120- 5x5 M1120= Vert:18=-539(F)13=-539(F)
2)MWFRS Wind Left:Lumber Increase=1.60,Plate lncrease=1.60
4 5 6 7 8 9 Uniform Loads(plf)
�I i
3A MIIM� - Vert:1-2=41,2-4=33,4-9=208(F=l 25),9-11=58,11-12=25,2-19=-6,18-19=-6,17-18=-1 3(F=-7),13-16=-1 3(F=-7),11-13=-6
6.00 Ff2 L A 2x4 MlMo�
10 -2=-49,2-4=-42,9-11=64,11-12=33
Horz:I
3 9 V
W2 V 9 V 11 Drag:4-5=1(F=1),8-9=-2(F=-I)
W Concentrated Loads(lb)
<6 04111 Vert:18=642(F)13=642(F)
3)MWFRS Wind Right:Lumber Increase=1.60,Plate lncrease=1.60
8x8 A41120-
2
19
7x.M". Ell 12 Uniform Loads(pff)
7x8 M1120= 3x8 IM1120= Vert:1-2=25,2-4=56,4-9=208(F=125),9-1 1=33,11-12=41,2-19=-6,18-19=-6,17-18=-13(F=-7),13-16=-13(F=-7),11-13=-6
4x12 M1120-- 16 is 14 13 4x5 M1120= Horz:1-2=-33,24=-64,9-11=42,11-12=49
3.00 F1-2 2x4 M1120 11 N8 M1120= 4x8 W120= U8 M1120=
Drag:4-5=1(F=1),8-9=-2(F=-l)
Concentrated Loads(lb)
Vert:18=642(F)13=642(F)
4)MWFRS 1st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-2=91,2-4=83,4-9=177(F=125),9-11=53,11-12=22,2-19=-6,18-19=-6,17-18=-13(F=-7),13-16=-13(F=-7),11-13=-6
Horz:1-2=-99,2-4=-92,9-11=61,11-12=30
0-0-0 0-0-0 Drag:4-5=1(F=1),8-9=-l(F=-l)
Concentrated Loads(lb)
i 2-10-13 14-3-81 7-0-0 12-2-4 16-6-1 20-8-3 25-0-0 28-0-12 1 32-0-0 Vert:18=642(F)13=642(F)
5)MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate lncrease=1.60
2-10-13 1-4-11 2-8-8 5-2-4 4-3-13 4-2-1 4-3-13 3-0-12 3-11-4
Uniform Loads(plf)
-3-4,Edgel,[17:0-5-12,0-5-121 Vert:1-2=22,24=53,4-9=177(F=125),9-11=83,11-12=91,2-19=-6,18-19�6,17-18=-13(F=-7),13-16=-13(F=-7),11-13=-6
Plate Offsets(X,Y): [2:0
Horz:1-2=-30,24=-61,9-11=92,11-12=99
LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP Drag:4-5=1(F=1),8-9=-l(F=-l)
TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.71 17 >536 240 M1120 249/190 Concentrated Loads(lb)
TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.61 17 >626 180 Vert:18=642(F)13=642(F)
BCLL 10.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.30 11 n/a n1a 6)Ist unbalanced Regular:Lumber lncrease=1.25,Plate Increase=1.25
BCDL 5.0 Code FBC2001/ANS195 (Simplified) Weight:407 lb Uniform Loads(plf)
Vert:1-4=-54,4-9=-1 1 8(F=-64),9-12=-14,2-19=-30,18-19=-30,17-18=-65(F=-35),13-16�65(F=-35),11-13=-30
LUMBER BRACING Concentrated Loads(lb)
TOPCHORD 2 X 4 SYP No.21) *Except* TOPCHORD Sheathed or 4-1-9 oc pudins. Vert:18=-539(F)13=-539(F)
T3 2 X 6 SYP DSS,T2 2 X 6 SYP DSS BOTCHORD Rigid ceiling directly applied or 4-6-0 oc bracing. 7)2nd unbalanced Regular:Lumber Increase=1.25,Plate Increase=1.25
BOTCHORD 2 X 6 SYP DSS *Except* Uniform Loads(plf)
812 X 4 SYP No.21),B3 2 X 4 SYP No.2D Vert:1-4=-14,4-9=-118(F=-64),9-12=-54,2-19=-30,18-19=-30,17-18=-65(F=-35),13-16=-65(F=-35),11-13=-30
WEBS 2 X 4 SYP No.3 *Except* Concentrated Loads(lb)
W6 2 X 4 SYP No.21) Vert:18=-539(F)13=-539(F)
REACTIONS (lb/size) 2=2849/0-3-8,11=2849/0-3-8
Max Horz2=155(load case 4)
Max Uplift2=-2761(load case 4),1 1=-2760(load case 5)
FORCES (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/16,2-3=-10643/10706,3-4=-7878/8127,4-5=-6892/7165,5-6=-10839/11253,6-7=-7163/7489,7-8=-7163/7489
8-9=4877/5118,9-1 0=-5529/5745,10-11=-5653/5801,11-12=0/1 8
BOTCHORD 2-19=-9725/9690,18-19=-9724/9706,17-18=-11093110852,16-17=0/136,5-17=-785/1137,15-16=0/0,
14-15=-6740/6437,13-14=-6740/6437,11-13=-5084/5041
WEBS 3-19=-2294/2407,3-18=-2809/2747,4-18=-298213115,5-18=4344/4545,15-17=-763917483,6-17=-4230/4127,
6-15=-2358/2775,8-15=-749/996,9-13=-2017/2124,10-13=-93/274,8-13=-1983/2367
NOTES (10-11)
1)2-ply truss to be connected together with 1 Od Common(.1 48"x3")Nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc.
Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf,BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end
zone;Lumber DOL=1.60 plate grip DOL=1.60.
5)Provide adequate drainage to prevent water poncling.
6)Bearing atjoint(s)2 considers parallel to grain value using ANSIrrPI 1-1995 angle to grain formula. Building designer should verify
capacity of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2761 lb uplift at joint 2 and 2760 lb uplift
at joint 11.
8)Girder carries hip end with 7-0-0 end setback.
9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)539.01b down and
642.01b up at 25-0-0,and 539.01b down and 642.01b up at 7-0-0 on bottom chord. The design/selection of such special connection
device(s)is the responsibility of others.
Continued on page 2
------------------------------
---------------------------------------------------------------------------
--------------
-----------------------------------------------------
FARADT SE CT
---------------- -----
-----------------------------------------------------------------------------------
BURIED SYMBOL LEGEND
Propa%d Existing De"Ifflon
B_
B— BURIED CABLE
612
1 618 616 614 _Bj— —BJ— BUR JOINT-TRENCH
6213 PARADISE
PARADISE PARADISE PARADISE
PARADISE CT
CT CT CT
CT ENCLOSURE
40 U ENCLOSURE
MANHOLE
-4 PIPE/CONDUIT
QA-MKR CA-MKR, CABLE MARKER
BURIED SVC WIRE
REMOVE OVERHEAD
SERVICE WIRE JOINT-TRENCH SVC
j -------- N/A BORE
U)
KESTNER RD 0
CUT PAVEMENT
N/A
EXI STI NG
------ ROW- ------------------------ ------------------BURIED -------------
TELEPHONE N/A SPLICING PIT
CABLE
__rTRENCH LENODEPTH
P 7 11 N/A
25' 200'@(M N/A TRENCH LENWEPTH
PROPOSED TELEPHOIJNE
81
CABLE BURIED a
241
z 2/
EDP— - ---- --------------
--------------- _J3
LU ---CL------- CABLE
R -7/
EOP
DI TCH 4- P�VC 4' Pi
0 4' PV
4* PVC 4* PVC
2 8' tf F7 ��BORRDR VEWAY
BORE DRIVEWAY BORE DRIVEWAY
BellSouth
-------ROW- ---------- /P 710 ----------------------------------------P 706----- 1f,=:1 Telecommuntcatlons
PROPOSED TELEPHONE FACILITIES
ON RIGHT OF WAY OF
ATLANTIC BEACH
4b
710 KESTNER RD
712
KESTNER 710 708 706
712 KESTNER RD KESTNER KESTNER KESTN R
RD RD RD RD Exchonge:
JACKSONVILLE BEACH
Designer:
NEW NEW
SERVICE SERVICE
Jim LI11ey
Phone:
904-348-2512
Authorization:
15' TR 15' TR 63E6804ON
108' TR Dwg. 2 of 2
212612UUb 6 32:4b AM
R DUPLEX
Job Truss Truss Type Qty Pi KESTNER DUPLEX Truss Truss Type Qty Ply 1 KESTNE
ST Up
'u$s y
ob --TT VCJ2 ROOFTRUSS 6
01
r0401526 J1 ROOFTRUSS 4 J.
Job Reference(ODtional) 2-5-8 Job Reference(optional)
6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 8fb]6:Z4 ZUU4 Page 1 6.000 s May 19 2004 Mil ek Industries,Inc. Wed Jul 14 06:15:40 2WTlge I
0-0-0
0-0-0
-1-10-10 3-5-4 5-10-9 9-9-5 9-1013
-1-4-0 5-0-0
1-4-0 5-0-0 1-10-10 3-5-4 2-5-6 3-10-11 0-1-8
ScEge 1:20.1
Scaie 1:13.2
4
U4 M1120�
3
4.24 r1_2
6.00 Ff2
W2
T1
B2
1 7 6 5
2
2 5x5 M112D= U4 M1120=
B1
1 2.12 F1—2
4 U4 M1120�
2-5-8 1-0-0
0-0-0 0-0-0 3-5-15
0
2x4 M1120=
5-0-0 3-5-4 6-0-1 9-10-0 9-1R-13
5-0-0 3-5-4 2-6-13 3-9-15 0-0-13
Plate Offsets(X,Y): [2:0-0-12,0-1-81
LOADING(psf) SPACING 2-0-0 CS11 DEFIL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.03 2-4 >999 240 M1120 249/190 LOADING(psf)I SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP
TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.04 2-4 >999 180 TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.08 2-7 >999 240 M1120 249/190
BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TQ -0.07 2-7 >999 180
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:18 lb BCLL 10.0 Rep Stress Incr NO WB 0.34 Horz(TL) -0.03 6 n/a n/a
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:40 lb
LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 5-0-0 oc purlins. LUMBER BRACING
BOT CHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 5-E-3 oc purlins.
BOTCHORD 2 X 4 SYP No.213 BOTCHORD Rigid ceiling directly applied or 5-9-3 oc bracing.
WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 3=1 16/Mechanical,2=298/0-3-8,4=72/Mechanical
Max Horz2=295(load case 4)
Max Uplift3=-232(load case 4),2=-292(load case 4) REACTIONS (lb/size) 4=18ltMechanical,2=463/0-3-8,6=491/Mechanical
Max Horz2=473(load case 2)
FORCES (lb)-Maximum Compression/Maximum Tension Max Uplift4=-337(load case 2),2=-415(load case 2),6=-404(load case 2)
TOPCHORD 1-2=0/33,2-3=-126/42
BOT CHORD 2-4=0/0 FORCES (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/31,2-3=-1253/935,3-4=-133/44
NOTES (4-7) BOTCHORD 2-7=-1251/1180,6-7=-1217/1098,5-6=0/0
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf-,BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end WEBS 3-7=-1 44/408,3-6=-1 159/1284
zone;Lumber DOL=1.60 plate grip DOL=1.60.
2)Refer to girder(s)for truss to truss connections. NOTES (7-9)
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 3 and 292 lb uplift at 1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf-,BCDL=3.Opsf;Category 11;Exp C;partially;MWFR:3 gable end
joint 2. zone;Lumber DOL=11.60 plate grip DOL=1.60.
4)Use SIMPSON LS30 at joint#3 to attach jack truss to girder. 2)Refer to girder(s)for truss to truss connections.
5) 3)Bearing at joint(s)2 considers parallel to grain value using ANSI1TPI 1-1995 angle to grain formula. Building designer should verify
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. capacity of bearing surface.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 337 lb uplift at joint 4,415 lb uplift at
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, joint 2 and 404 lb uplift at joint 6.
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has 5)Girder carries hip end with 7-0-0 end setback.
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
7)Use SIMPSON LS30 at joint#4,#5 to attach jack truss to girder.
LOAD CASE(S)Standard 8)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
9)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss,drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
1)Regular:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plo
Vert:1-2=-54
Trapezoidal Loads(plo
Vert:2=-2(F=26,B=26)-to-4=-134(F=-40,B=-40),2=0(F=15,B=15)-to-7=-45(F=-7,B=-7),7=-45(F=-7,B=-7)4o-5=-74(F=-22
B=-22)
49
4
ty Ply TNER DUPLEX Job Truss Truss Type FKEST NER DUPLEX
KES 0-5-8 S
0401526 J3 TRUSS 4 0401526 T8 ROOF TRUSS
J.
Job Truss Fype Job Job R'eference(optional)
Q
6.000 s May 19 2004 MiTek I ndustr&Q-Dic. Wed Jul 14 06:15:39 2004 Page 1
ASP s May 19 2004 MiTek Industries,Inc. WeV-d!d4 06:15:25 2004 Page 1 0-0-0
3
-1-4-0 1-0-0 1-4-0 4-3-8 10-1-12 16-0-0 20-10-4 25-8-8 28-7-0 32-0-0 P3-4-9
F i
1-4-0 1-0-0 1-4-0 4-3-8 5-10-4 5-10-4 4-10-4 4-10-4 2-10-8 3-5-0 1-4-0'
Scale 1:5.6 Scale 1-57.0
4x5 MH20=
6
6.00 F12 -
2
I V,
6.00 Fl-2
4x8 V11120,1
U4 M1120e�
7
5
U4 M1120-, 5 W3
3.4 M1110--
131
4 2x4MI12011
T1
2X4 M1120
9
4x5 M1120��
Wi 15 4xS M1120��
3 5x8 M1120=
W 10
0_.
16 A
4x5 M1120� W
2 3.00 FI-2 6.12 M1120
4 �.5 M1120�
3x4 M1120= U4 M11.20-
is 13
0-5-8 Us M1120 11 7x8 M1120-
0-0-0 0-0-0
W M1120= 0-0-0 0-0-0
1-0-0 4-0-0 4 10-1-12 16-0-0 25-8-El 26 32-0-0
F9-0
1-0-0 4-0-0 0-3-8 5-10-4 5-10-4 9-8-8 0-3-8 6-0-0
LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP LOADING(psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.16 14-15 >999 240 M1120 249/190
TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 2 >999 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.23 14-15 >999 180
BCLIL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLIL 10.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.12 13 n/a n/a
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:6 lb BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:165 lb
LUMBER BRACING
LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 1-0-0 oc purlins. TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 4-4-2 oc purlins.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOTCHORD 2 X 4 SYP No.21) BOTCHORD Rigid c*iling directly applied or 4-8-3 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-14
REACTIONS (lb/size) 3=-32/Mechanical,2=175/0-3-8,4=14/Mechanical
Max Horz 2=1 14(load case 4) REACTIONS (lb/size) 18=1289/0-3-8,13=1550/0-3-8
Max Uplift3=-32(load case 1),2=-271(load case 4) Max Horz 18=291(load case 4)
Max Grav3=65(load case 4),2=175(load case 1),4=14(load case 1) Max Upliftl8=-1354(load case 4),13=-1646(load case 5)
FORCES (lb)-Maximum Compression/Maximum Tension FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/32,2-3=41/31 TOPCHORD 1-2=0/32,2-3=-766/573,3-4=-1237/821,4-5=-1 155/842,5-6=-10431674,6-7=-1024/720,7-8=-1858/1187,
8-9=-1 868/1078,9-1 0=-209511320,10-11=-760/556,11-12=0/32
BOT CHORD 2-4=0/0 BOTCHORD 2-18=-445/808,17-18=-1254/1323,3-17=-985/1115,16-17=-648/1025,15-16=-660/1096,14-1,1;=-189/592,
NOTES (4-5) 13-14=-1674/2006,9-14=-311/463,11-13=-447/802
1)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf-,Category 11;Exp C;partially;MWFRS gable end WEBS 3-16=-1 433/1634,5-16=1 89/338,5-15=-204/433,6-15=-230/562,7-15=-I 68/346,7-14=-2006/2061,
zone;Lumber DOL=1.60 plate grip DOL=1.60. 10-14=-1070/2131,10-13=-909/424
2)Refer to girder(s)for truss to truss connections.
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 32 lb uplift at joint 3 and 271 lb uplift at NOTES (4-5)
joint 2. 1)Unbalanced roof live loads have been considered for this design.
4)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDL=4.2psf;BCDL=3.Opsf-,Category 11;Exp C;partially�MWFRS gable end
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200 zone;cantilever left and right exposed;Lumber DOL=11.60 plate grip DOL=1.60.
5)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1354 lb uplift at joint 18 and 1646 lb
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has uplift at joint 13.
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy. 4)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engi leer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
LOAD CASE(S)Standard 5)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying ihis truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
Job Truss Truss Type ty Ply Truss Truss Type Qty Ply PLEX
1 KESTNER DUPLEX 1 :NER DL
0401526 TIO ROOF TRUSS 2 T4 ROOFTRUSS 2
Job eferencA
6.000 s May 19 2004 MiTelk Industries,Inc. Wed Jul 14 011 _�A Page I
& _& 1
V4 Page 1 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 01
0-0-0 0-0-0
1-4-01 4-5-4
1 7-7-5 12-2-4 15-0-0 17-0-0 1 21-9-13 1 26-7-11 32-0-0 �"4- 1-4-0 4-5-4 1 7-7-5 13-0-0 19-0-0 24-4-11 27-6-12 1 32-0-0 R3-4-9
F i
1-4-0 4-5-4 3-2-1 4-6-15 2-9-12 2-0-0 4-9-13 4-9-13 5-4-5 1-4-0 1-4-0 4-5-4 3-2-1 5-4-11 6-0-0 5-4-11 3-2-1 4-5-4 1-4-0
Scale 1:57.7 Scale 1:57.7
5x5 M112
4X5 Mill=
4x8 M1120=
6 7 4x5 M1120=
'0 F2 2.4 M1120 11 E 6.00 Ff2— 5
5
U4 M1120,1
8 5X5 Mflla� 5X5 MII?0'1
5x5 M11201,
IN 3x4 M1120--
V, W5 V. 7
IVI VI i 4
4
110,1_2 2x4 M1120 11
5
SXS M1124-- SX'
4
I
2x4 M1120// 2x4 M1120 11
2x4 M1120 11
2011 d W3
2x4 Mil W3 W7 8 10 8
3 8
3
I W5 2,
6x.M".=
1 14 13 12 11
2 W2 M1120= 9 S Mill= 10
31 5X8 M1120=
12 ..1MII20= U4 M1120= U4 M1120= US M1120=
M1120= US Mlll�
US Mfll�
US M1120' 17 16 15 14 13 4X5 M1120-- 3.0 0 11—2
3.00 Fi-2- 2.4 M1120 11 3x4 M1120= 3x4 M1120= U4 M1120= W M1120=
0-0-0 0-0-0 0-0-0 0-0-0
4-3-8 12-2-4 1 15-0-0 17-0-0 24-2-12 32-0-0 1 4-3-8 1 13-0-0 1 19-0-0 1 27-8-8 1 32-0-0
4-3-8 7-10-12 2-9-12 2-0-0 7-2-12 7-9-4 4-3-8 8-8-8 6-0-0 8-8-8 4-3-8
Plate Offsets(X,Y): [2:0-3-8,0-1-81,[4:0-2-8,0-3-0],[6:0-2-8,0-2-41 Plate Offsets(X,Y): [2:0-3-4,0-1-8],[4:0-2-8,0-3-0],[5:0-5-4,0-2-01,[7:0-2-8,0-3-01,[9:0-3-4,0-1-8]
LOADING(i SPACING 2-0-0 CS1 DEFIL in (loc) Ii L/d PLATES GRIP LOADING(psf)I SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(li 0.43 18-19 >878 240 M1120 249/190 TCLL 20.0 Plates Increase 1.25 TIC 0.82 Veri -0.46 14-15 >818 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.53 18-19 >723 180 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.67 14-15 >571 180
BCLL 10.0 Rep Stress Incr YES WB 0.54 11 0.21 11 n1a n/a BCLL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.33 9 n/a n/a
BCDL 5.0 Code FBC20OI/ANS195 (Matrix) Weight:189 lb BCDL 5.0 Code FBC2001/ANS195 (Simplified) Weight:165 lb
LUMBER BRACING LUMBER BRACING
TOPCHORD 2 X 4 SYP No.2D TOPCHORD Sheathed or 2-9-9 oc purlins. TOPCHORD 2 X 4 SYP li TOPCHORD Sheathed or 2-7-6 oc purlins.
BOTCHORD 2 X 4 SYP No.2D BOTCHORD Rigid ceiling directly applied or 3-6-4 oc bracing. BOTCHORD 2 X 4 SYP i BOTCHORD Rigid ceiling directly applied or 3-7-5 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 1 Row at ni 6-18 WEBS 2 X 4 SYP No.3
REACTIONS (lb/size) 2=1415/0-3-8,11=1415/0-3-8 REACTIONS (li 2=1415/0-3-8,9=1415/0-3-8
Max Horz2=276(load case 4) Max Horz2=244(load case 4)
Max Uplift2=-1202(load case 4),1 1=-1202(load case 5) Max Ui 171(load case 4),9=-1 171(load case 5)
FORCES fli-Maximum Compression/Maximum Tension FORCES (Ii-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/31,2-3=4515/3480,34=4389/3555,4-5=-2247/1746,5-6=-2161/1930,6-7=-1403/1288,7-8=-1620/1348, TOPCHORD 1-2=0/1 6,2-3=-4596/3555,3-4=-4521/3661,4-5=-2037/1547,5-6=-1 837/1471,6-7=-2037/1497,7-8=-4521/34,22,
8-9=-2208/1802,9-1 0=-2269/1792,10-11=-2447/1912,11-12=0/33 8-9=-4596/3314,9-10=0116
BOTCHORD 2-19=-3253/4052,18-19=-2104/2649,17-18=-26/75,5-18=-198/440,16-17=-122/0,15-16=-799/1403, BOTCHORD 2-15=-3315/4174,14-15=-1991/2590,13-14=-1099/1837,12-13=-1099/1837,11-12=-1657/2590,9-11=-2845)4174
14-15=-1088/1779,13-14=-1088/1779,11-13=-1499/2132 WEBS 3-15=-63/267,4-15=-1 574/1921,4-14=-861/1011,5-14=-410/604,5-12=-1 51/151,6-12=-361/604,7-12=-861/960,
WEBS 3-19=0/175,4-19=-1364/1681,4-18=-804/926,16-18=-725/1542,6-18=-1259/1345,6-16=-465/331,7-15=-367/522, 7-11=-1 411/1921,8-11=-631274
8-15=-5811739,8-13=-339/476,10-13=-230/460
NOTES (6-7)
NOTES (6-7) 1)Unbalanced roof live loads have been considered for this design.
1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);i TCDi BCDL=3.Opsf-,Category 11;Exp C;partially;Mi gab a end
2)Wind:ASCE 7-98;120mph(3-second gust);h=20ft;TCDi BCDi Category 11;Exp C;partially;MWFRS gable end zone;Lumber DOi plate grip DOi
zone;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water poncling.
3)Provide adequate drainage to prevent water ponding. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should
4)Bearing at joini 2 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify verify capacity of bearing surface.
capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1171 lb uplift at joint 2 and 1171 lb uplift
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1202 lb uplift at joint 2 and 1202 lb uplift at joint 9.
at joint 11. 6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200 7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard
LOAD CASE(S)Standard
Job Truss iss Type Q KE TNER DUPLEX Truss Truss Type KE NER DUPLEX
ST
0401526 T12 iOF TRUSS 1 T2 ROOF TRUSS I
Q P'y
2 ty PITJob Reference(optional) 2'y F Job Reference
0-0-0 6.000 s May 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:Ve 6.000 s 19 2004 MiTek Industries,Inc. Wed Jul 14 06:15:V&W4 Page 1
_V4 Page 1 0-0-0
1-4-0 5-10-15 11-0-0 12-24 16-7-2 21-0-0 26-2-12 32-0-0 �3-4- 1-4-01 4-3-8 9-0-0 13-8-0 18-4-0 23-0-0 27-8-8 32-0-0 P3-4-
14-0 5-10-15 5-1-1 1-2-4 4-4-14 44-14 5-2-12 5-9-4 14-0 14-0 4-3-8 4-8-8 4-8-0 4-8-0 4-8-0 4-8-8 4-3-8 1-4-0
Scale 1:57.7 Scale 1:57.7
U5 M1120=
5x5 M1120=
U4 M1120 11 30 M1120=
4 5 6 7 4xS M1120=
3.4 M1120= U4 M1120= 4x5 M1120=
4 5 6 7
6 DO F12 3.4 MIIM�
V: W4 2x4 M1120// F
3 1 V1 8 8 6,00 F1 2 3X4 MHM� I V: W4 5 W W4 V'� 30 M1120,z�
6 Do`12- 34 MHM� 2x4 MI..// W4 3x4 M"2.-
600 12 3"Mi'-- W4 5 W
3
W2 W2
9 �2 1,
3 ` 6
W2 h
W2
B2
:: W5
�2 Br,
1,
— L—U
16 —4 10 15 14 13 12 101
112 3X4 MI M1120= US M1120= 5x8 M1120— US M1120=
..'M11120— _30 M1120=
13 12
3x8 M1120� 6x12 M1120=14 US M1121 US M1120� 3x8!V!1120�
3.00 11—2 2X4 M1120 11 3x8 Mil2D= 3x4 M1120= U4 M1120= 3.0 0 F1-2
0-0-0 0-0-0 0-0-0 0-0-0
4-3-8 11-0-0 12-24 16-7-2 1 24-0-5 32-0-0 4-3-8 9-0-0 16-0-0 23-0-0 27-8-8 32-0-0
4-3-8 6-8-8 1-2-4 44-14 7-5-3 7-11-11 4-3-8 4-8-8 7-0-0 7-0-0 4-8-8 4-3-8
Plate Offsets(X,Y): [2:0-3-4,0-1-81,[4:0-3-0,0-2-01,[7:0-2-8,0-2-41,[15:0-8-0,04-01 Plate Offsets(X,Y): [2:0-3-4,0-1-81,[9:0-34,0-1-81,[13:0-2-12,0-3-0]
LOADING(pso SPACING 2-0-0 CSI DEFL in floc) I/defi Ud PLATES GRIP LOADING(i SPACING 2-0-0 CS11 DEFIL in (Ioc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(i 0.34 16-17 >999 240 M11120 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(i 0.49 14 >772 240 M1120 249/190
TCDL 7.0 Lumber Increase 1.25 BC 0.92 Veri -0.43 16-17 >881 180 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(Ti -0.61 12-14 >627 180
BCLL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.21 9 n/a n/a BCLL 10.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.36 9 n/a n/a
BCDL 5.0 Code FBC2001/ANS195 (Matrix) Weight:176 lb BCDL 5.0 Code FBC2001/ANSI95 (Simplified) Weight:158 lb
LUMBER BRACING LUMBER BRACING
TOPCHORD 2 X 4 SYP i TOPCHORD Sheathed or 2-9-5 oc purlins. TOPCHORD 2 X 4 SYP i TOPCHORD Sheathed or 2-10-0 oc pudins.
BOTCHORD 2 X 4 SYP i BOTCHORD Rigid ceiling directly applied or 3-8-12 oc bracing. BOTCHORD 2 X 4 SYP i BOTCHORD Rigid ceiling directly applied or 3-9-5 oc bracing.
WEBS 2 X 4 SYP No.3 WEBS 2 X 4 SYP i
REACTIONS (lb/size) 2=1415/0-3-8,9=1415/0-3-8 REACTIONS (lb/size) 2=1415/0-3-8,9=141510-3-8
Max Horz2=215(load case 4) Max Horz2=183(load case 4)
Max Ui 102(load case 4),9=-1 102(load case 5)
Max Ui 142(load case 4),9=-1 142(load case 5)
FORCES (lb)-Maximum Compression/Maximum Tension FORCES (Ii-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/31,2-3=-4588/3197,3-4=-2453/1744,4-5=-2169/1649,5-6=-2204/1688,6-7=-1 917/1498,7-8=-2258/1683, TOPCHORD 1-2=0/16,2-3=4600/3341,3-4=-2657/2069,4-5=-2414/1948,5-6=-2926/2330,6-7=-2414/1921,7-8=-2657/2040,
8-9=-2434/1769,9-10=0/33 8-9=-4600/3250,9-1 0=0/1 6
BOTCHORD 2-17=-2925/4129,16-17=-2306/3091,15-16=-1356/2124,14-15=-5/62,5-15=-58/97,13-14=-232/31 1, BOTCHORD 2-16=-3035/4182,15-16=-2863/3924,14-15=-2143/2859,13-14=-2097/2859,12-13=-2097/:?859,11-12=-2695/3924,
12-13=-1013/1709,11-12=-1013/1709,9-11=-1368/2119 9-11=-2857/4182
WEBS 3-17=-840/1436,3-16=-1011/1102,4-16=-3631657,13-15=-1056/1679,6-15=-357/442,6-13=-583/598, WEBS 3-16=-714/1157,3-15=1 604/1378,4-15=-604/939,5-15=-647/645,5-14=-33/182,6-14=-33 182,6-12=-647/645,
7-13=-338/448,7-11=-428/524,8-11=-262/530 7-12=-600/939,8-12=-1 604/1276,8-11=-670/1157
NOTES (6-7) NOTES (6-7)
1)Unbalanced roof live loads have been considered for this design. 1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-98;120mph(3-second gust);i TCDi BCDL=3.Opsf;Category 11;Exp C;partially;MWFRS gable end 2)Wind:ASCE 7-98;120mph(3-second gust);i TCDL=4.2psf,BCDi Category 11;Exp C;partially;MWFIRS gable end
zone;Lumber DOi plate grip DOi zone;Lumber DOi plate grip DOL=1.60.
3)Provide adequate drainage to prevent water poncling.
3)Provide adequate drainage to prevent water ponding.
4)Bearing at joint(s)2 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should
capacity of bearing surface. verify capacity of bearing surface.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1142 lb uplift at joint 2 and 1142 lb uplift 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1102 lb uplift at joint 2 and 1102 lb uplift
at joint 9. at joint 9.
6)Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,a Florida corporation. Florida engineer Business No. 6)Apex Technology is a fictitious name owned by Jax Apex Technology i a Florida corporation. Florida fingineer Business No.
7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200 7547-4745 Sutton Park Court,Suite 402,Jacksonville,Fl.32224-904.821.5200
7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing, 7)THIS DRAWING IS NOT SUFFICIENT ALONE FOR INSTALLATION. Additional instructions accompanying this truss drawing,
including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has including BCSI 1-03,should be used in conjunction with the architectural and structural plans during installation. If BCSI 1-03 has
not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy. not been shipped to the site with the component pictured on this page,please contact Apex Technology for a free copy.
LOAD CASE(S)Standard LOAD CASE(S)Standard