HomeMy WebLinkAboutTRUSS PAPERWORK - RANEYRANEY COMPONENTS
�Fjne1J 19900Independence Blvd.
Groveland, FI 34736
mponents, LLC one: (352)429-9429 ' (352)429-0304 " Fax: (352)429-7429
1
Cover Sheet
Order #
JOB # 36CS00048
Printed: Mon, Sep 10 2018,
IJ VA/ 1111 U1 111QL/V11.
Address:
FOR Name and License Number
s(omerName:
3 Horton
Creekside Lot48
8744 Cobblestone Dr
�+/�
SCANNED
scdptlarI'
City, state, Zip:
BY
:BB 1828-Cali "C"
Fort Pierce, FL
At I Ina enfir
-I
oadin infOrmaf%On"
29
Roo/Loads:
i
TC LNe: TC Dead:
BC Llve:
BC Dead:
Floor Loads:
TC Live:
TC Dead: BC Live:
BC Dead:
20
I
7
0
10
0
0
0
0
Bldg. Code,-
Wind Std:
Wind Speed:
Bldg. Useage:
Building Type: Wind Type:
FBC 2017 RES
ASCE 7-10
160
Residential - CAT If
C MWFRC & C&C W/M
Pages or 'sheets covered by this seal from: 1 thru
24 Total 24
#
DESCRIPTION SEONO
#
DESCRIPTION SEQNO
#
DESCRIPTION SEONO
# DESCRIPTION SEONO
1
Al
2
AtA
3
A2
4 A4
5
A6
6
A8
7
A10
8 Al2
9
A14G
10
A3
11
A5
12 A7
13
A9
14
All
15
A13
16 A15
17
A16
18
B1GE
19
C1GE
20 EJ7
21
BJ5
22
BJ3
23
BJt
24 CH
NOV 2" l�`2018
FILE.
COPY
;i71tf3if Digitally signed by Manuel Martinez
DN c=US, o=M AND E ASSOCIATES
P.A., ou=M AND E ASSOCIATES P.A.,
I Martinez, P.E FI tic. #47182 cn Manuel Martinez,
' "; 4e�a ✓sy 0.4.Z342.19200300.100.1.1=A0109690
• Ho''. 047i x* � "�00001304798E219000OA517
Date: 2018.09.1008:20:00-ONOO'
�' •. TA �F ,° � '�
fie I lit
.;SERIALA
40M65OF061E1E10899A911FBD99SSF7
%Ibis, drawing has been eletttgnicallySigned and sealed by
Manuel Maninez, P.E.;(FL,tic.. E47182) on the date shovin
i •aboveusing a SHA-lauMeraitatlantoae.
i
Primed'copies,;ot,this Aowment..aie'not'considered signed
'and sealed and, the SHA-i authenticationlode. must be
Verfied an any elecirooic copies.
Page 1 of 1
a
Job Number: 36CS00048 Ply: 1 1 SEQN: 668252 / T10 / COMN
4EBB 1828-Cali "C" /DR Horton /4EBB 1828-Cali "C" Qty: 11 FROM: AH DRW.
Truss Label: Al Wgt: 224.0 Ibs / .. 0911012018
L 6'4"9 _ i T114'4"7 19'10" 25'39 31'9"7 3' '2 7 39'8" i
6'4"9 1'6T 6'5°75 5'5"9 5'5"9 + 6'5"14 F1'6»� 6'4°9
F=5X6
uIZX4 =4X6 =3X4 m3X8 -3X4 =4X6 W X4
SEAT PLATE REQ.
6'2°13 5'9'3
SEAT PLATE REQ.
39'8°
2'0"1� 59°1 5'9"1 2'0"15 5'9'3 6'2°13
r1+ r
6'2"13 12'
+ + + + +1�
14'01 19'10° 257"1 2T8" 33'5"3 39'8°
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defi L/#
LOG R / U / Rw / Rh / RL
/ W
TCDL: 7.00 Speed: 160 mph
Pf. NA Ce: NA VERT(LL): 0.187 O 999 240
B 1654 1709 / 961 / - / 445
/ 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.479 O 999 180
J 1654 1709 / 961 / - / - 1
/ 8.0
BCDL: 10.00 Risk Category: 11
Snow Duration: NA HORZ(LL): 0.078 L - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean
HORZ(TL): 0.140 L - -
B Min Brg Width Req = 2.0
Height: 15.00 it
9
NCBCLL: 00
Code / Misc Criteria CreepFactor. 2.0
J Min Brg Width Req = 2.0
TCDL: 4.2 psf
2.
Soffit: 2.00 BCDL: 5.0 psf
Bldg Code: FBC 2017 RES Max TC CSI: 0.666
Bearings B & J are a ri id surfac .
9 g
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.600
Bearings B & J require a seat plae.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.593
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(0) Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords! Tens. Comp.
-GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02.1208A5
A - B 27 0 F - G
1114 -1906
Lumber
B - C 1492 -3056 G - H
1255 -2428
C - D 1227 -2465 H - 1
1228 -2467
Top chord 2x4 SP #1
D - E 1254 -2427 I - J
1493 -3057
Bot chord 2x4 SP #1
E - F 1114 -1906 J - K
27 0
Webs 2x4 SP #3
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) Continuous lateral restraint equally spaced on
Chords Tens.Comp. Chords
Tens. Comp.
member. Or 1x4 'T" reinforcement. 80% length of
B - R 2673 -1193 O - N
2105 826
web member. Same species & SRB grade or better,
attached with 8d Box or Gun (0. 1 13"x2.5",min.)nails
R - Q 2670 -1193 N - M
2671 -1195
@ 6" oc.
Q - P 2670 -1193 M - L
2671 -1195
P - O 2104 -801 L - J
2674 -1194
Loadin
�ittRit�iiilli
Truss passed check for 20 psf additional bottom®"W'"
live load in 42"-high 24"-wide
r't✓�
Maximum Web Forces Per Ply (Ibs)
chord areas with x
Webs Tens.Comp. Webs
Tens. Comp.
clearance.
Q41n .
R-C 276 -5 O-G
494 -777
Wind
C-P 418 -596 G-N
464 -164
Member design based on both MWFRS and C&C.
P - E 464 -164 N - I
418 -597
TAT
E - O 494 -776 I - L
276 -6
F - O 1385 -751
400165 OF 186E SE 1089 9A 911F HD 89 SS F7
This'dtmving has, b m.e.ecttunitally,sigoed and sealed by
Maned Martine:, P.L (FL tlo 947182) of thedate snuvin
�a6oveusing a 6HA4iutherdkatiomcode..
RtiMeU `copies.;of this doiamem are hutcoasidered signed
-aid sealed and.. the SHA-1 iuthenticiiion :code .must be
.verified un any electroekmPies. _
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
F Safety Information, bV TPI anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly
jid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing insTalled per BCSI sections 63, 67 or 61D,
'le. ADDly Diates to each face of truss and Dosition as shown above and on the Join f Details. unless noted otherwise. {2efer to
a division of
ri-PI T; or for h
acceptance
any structure
its drawin any failure to build the
on this dgrawing or cover pa e_ .
�e design shown. The suitability
r �.. .'::a'._{ir,• •, . ;•;fir , ,
f
Job Number: 86CS00048 Ply: 1 1 SEQN: 668255 / T13 / COMN
4EBB 1828-Cali "C" /DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
Truss Label: A,1A Wgt: 260.4 Ibs / ... 09/10/2018
Loading Crib
TCLL: 20.1
TCDL: 7.0
BCLL: O.0
BCDL: 10.1
Des Ld: 37.1
NCBCLL: 10.1
Soffit: 2.0
Load Duration
Spacing: 24.0
i 6'4"9 7'10"r9 14'4"7 19'10" 22'6"4 26'B" 31'9"7 33'3°7 39'8"
r' 6'4"9 +T 6'5"15 5'5°9 + 2'8"4+ 4'1"12 + 5'1"7 F1'6°h 6'4"9
164 =4X6 =3X4 =6X8 @2X4 ®2X4 =4X10
I SEAT PLATE REQ. SEAT PLATE REQ.
3918" - — —
3+"l'8"n+ 2+3"'—' 396"213 12191022835
is (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: N/
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: 11
Snow Duration: NA
EXP: C
Mean Height: 15.00 ft
Code / Misc Criteria
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
C&C Dist a: 3.97 It
Rep Factors Used: Yes
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE, HS
Lumber
Top chord 2x4 Sp #1
Bot chord 2x4 SP #1
Webs 2x4 SP i#3
I
Bracing
(a) Continuous, lateral restraint equally spaced on
member. Or iz4 "T" reinforcement. 80% length of
web member_ Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
Wind
Member design based on both MWFRS and C&C
I
I
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell U#
Loc R / U / Rw / Rh / RL
/ W
VERT(LL): 0.244 G 999 240
B 1561 / 708 / 960 / - / 445
/ 8.0
VERT(TL): 0.669 G 999 180
K 1561 / 708 / 959 /- /-
18,0
HORZ(LL): 0.128 M - -
Wind reactions based on MWFRS
HORZ(TL): 0.240 M -
B Min Brg Width Req = 1.8
Creep Factor., 2.0
K Min Brg Width Req = 1.8
Max TC CSI: 0.613
Bearings B & K are a rigid surface.
Max BC CSI: 0.599
Bearings B & K require a seat plate.
Max Web CSI: 0.980
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
VIEW Ver: 17.02.02.1208.15
A - B 27 0 G - H
1424 -2568
B - C 1489 - 2859 H -1
1743 - 3379
C - D 1225 -2257 1- J
1722 -3418
D - E 1252 - 2218 J - K
1477 - 2841
E-F 1112 -1740 K-L
27 0
F - G 1509 - 2514
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- U 2497 -1190 R- Q 20 - 9
U - T 2494 -1190 P - N 2985 -1303
T - S 2494 -1190 O - M 36 -15
S - R 1920 - 800 M - K 2477 -1179
4
Maximum Web Forces Per Ply (Ibs)
C 4
Webs
Tens.Comp.
Webs
Tens. Comp_
U- C
276 - 5
P- G
195 -122
C - S
416 - 608
P - H
601 -1075
s
STATE OF
S - E
463 -160
H - N
807 - 357
E - R
494 -720
N - O
114 -4
"*
r �" v °
F-R
42 -515
N-M
N J
2557 -1218
527
%
F - P
2273 -1098
-
-162
r p
R - P
1879 - 657
M - J
390 - 685
P-Q
27 0
4001 &S OF 185E 1E 19899A 911F BD 89 55 F7
This, drawing has been:elecuorricallysigned and',sealed=by
'Manuel Martinet MAji r tic. #47182) on the date shown
:aboue. using a SHAwf autheatkation code.
Piated[opies;;ai aM1ii Coctimem ate nat.considttted. signed
,and sealed iidltbi�SHA-1 authemk0tiun. code must be
;uerd�ed o4�anp ele[uoni[ copies.
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
1, by TPI anc7'SBCA) tot safety practices prior to performing these functions. Installers shall provide temporary
-d o herwise,top chord shall have properly attached structura! sheathing and bottom chord shall have a propper y
is shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
I each face of truss and position as shown above and on the Joint Details, unless noted otherwise. (tefer to
plate positions.
a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawin any failure to build the
conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drrawing or cover pa e
this drawing indicates acceptance of professional eeering responsibility solely for the design shown. The suitability
le of this drawingngin
for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.
t4
Job Number:
4EBB 1828-Cali
C00048 Ply: /DR Horton /4EBB 1828-Cali "C" I � 1246.4 Ibs I FROM: AH 250 / T9 /HIPS I DRW; 09/10/2018 I
Truss Label: A2
i r 66'4 +'7 }" 27399 I i'.39
63%110
4"8 645"4 9 416 15
SEAT PLATE REQ.
m5X8 —5M8
F G
02X4 =3X4 =3X6 E MX X4 =3 6 =3X4 1&4
SEAT PLATE REQ.
39'8"
1' 6'2"125'10"3 1"1 5'112 +1'6""4 5' 5'10"3 6'2"12 } 1�
6'2'12 12'0"15�_ 14' 19'1"12 20'8 25'8" 277" 33 r'5"4 321
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: N/
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
BOLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
EXP: C
Des Ld: 37.00
Mean Height: 15:00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Code 1 Misc Criteria
Soffit: 2.00
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 it
Rep Factors Used: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or 1x4 "T" reinforcement. 80% length of
web member. Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
Wind
Member design based on both MWFRS and C&C.
Def11CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L/#
Loc R / U / Rw / Rh /
VERT(LL): 0.156 P 999 240
B 1561 / 710 1964
VERT(TL): 0.428 P 999 180
K 1561 1710 1964
HORZ(LL): 0.068 M - -
Wind reactions based on MWFF
HORZ(TL): 0.126 M -
B Min Big Width Req = 1.8
Creep Factor. 2.0
K Min Big Width Req = 1.8
Max TC CSI: 0.444
Bearings B & K are a rigid surfa
Max BC CSI: 0.536
Bearings B & K require a seat p
Max Web CSI: 0.665
Mfg Specified Camber:
Maximum Top Chord Forces I
Chords Tens.Comp. Chore
I
18.0
/ 8.0
Ply (Ibs)
Tens. Comp.
VIEW Ver. 17.02.02.1208.15 A - B
27 0
G - H 1
1149 -1820
B - C
150D -2823
H - 1
1352 -2348
C - D
1333 - 2384
I - J
13M - 2385
D - E
1351 - 2345
J - K
1500 - 2823
E-F
1145 -1814
K-L
27 0
F-G
1101 -1552
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - T
2458 -1193
P - O
2059 - 951
T - S
2456 -1193
O - N
2059 - 951
S - R
2058 - 921
N - M
2455 -1203
R - Q
2058 - 921
M - K
2458 -1203
Q - P
1547 - 603
471"82 ,
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
T-C
216 -6
G-P
537
-311
NS of,
C-S
309 -440
P-H
474
-697
*
S - E
426 -151
H - N
427
-153
g*
'��*�
E - Q
472 -694
N - J
308
438
x
F - Q
Q - G
541 - 377
317 -297
J - M
216
- 8
400165OF186E1E10899A91SFRD9955F7
'This, drawing, has been dectionicapysiped and sealed by
Minuet. Mart'ulez; m4FL: k. mr1k)'on-tie date shgwn
.ahave,using a64rL ametnicatidn codi.
Pilled espies',fur tM1is.downient are tlot ionsideieil. signed
A seated aml ttre SHA4, anibequcatian carte, must=6e
verified qn any,eleRroai� copies:
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlingshipping, installing and bracing. _ Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI anc7'SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 610,
e. Apply plates to each face. of truss and position as shown above•and on the Join Details, unless noted otherwise. f2efer to
60A-Z for standard plate positions.
a division of
failure to build the
g or cover pa e_
in. The su' billty
any
Job Number: 36CS00048 Pty: 1 SEQN: AH 48 / T8 /HIPS
4EBB 1828-Ca` li "C" !DR Horton 14EBB 1828-Cali "C" Qty: 1 FROM: DRW:
Truss Label: A4 Wgt: 238.0 Ibs .. / ... 09/10/2018
6'4"9 T10"�9 12'4"6 17' 22'8" 2T3"8 31'9"7 i % i7 39'6"
6'4°9 i'1'6"i 45"15 47"6 56• 4T8 4'515 i 16T 6,4"9 i
m6X6
nlI X4 = X4 =-3X6 �3X6 =3X4 =3X6 =3X4 11&4
SEAT PLATE REQ. SEAT PLATE REQ.
39Y
1'i 6'2°13 5'10"3 1'11" 5'6"4 3' VIM 6'2"13 i 1'
13 { 12'1" h 14' { 31"12 228" 25a" 111 f• 33'5°3 + 39'6"�r
12 27'7�
I
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.110
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Loc R / U / Rw / Rh / RL / W
B 1561 1712 1965 / - / 387 / 8.0
TCDL: 7.00
Speed: 160 mph
Pt: NA Ce: NA
VERT(LL): 0.155 P 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.425 P 999 180
K 1561 1712 / 965 / - / - 18.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.067 M - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ L 0.125 M - -
Cf )�
B Min Br Width Re 1.8
9 q =
Code / Misc Criteria
NCBCLL: 1000
Mean Height: 15.00 It
Creep Factor: 2.0
K Min Brg Width Req = 1.8
Soffit: 2.00
TCDL: 4.2 psf
Bldg Cade: FBC 2017 RES
Max TC CSI: 0.379
Bearings B & K are a rigid surface.
g 9
BCDL: 5.0 sf
P
TPI Std: 2014
Max BC CSI: 0.453
Bearings B & K require a seat plate.
Load Duration 1.25
MWFRS Parallel Dist: 0 to h!2
Spacing: 24.0 i
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.685
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 4.50 ft
FT1RT:20(0)110(0)
Mfg Specified Camber:
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02.1208.15
A - B 27 0 G - H 1269 -1955
Wind Duration: 1.60
WAVE
Lumber
B - C
1550 -2830
H - I
1397 -2334
T
T
Top chord 2x4 SP #1
C - D
1378 -2373
I - J
1378 -2373
chord2x
ot chord 2x4 SP #1
D - E
E - F
1397 -2334
1263 -1946
J - K
K - L
15M -2830
27 0
Webs #3
F - G
1203 -1695
Wind
Member design based on both MWFRS and C&C.
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
B - T
2465 -1239
P - O
2043 -1000
T - S
2463 -1239
O - N
2043 -1000
1,
1tltffii
S - R
2043 - 970
N - M
2463 -1267
gb
AP
R - Q
2043 - 970
M -K
2465 -1267
# , ` p
Q - P
1693 -751
" 44,
Maximum Web Forces
Per Ply (Ibs)
* *
Webs
Tens.Comp.
Webs
Tens. Comp.
T - C
230 - 6
G - P
564 - 328
z
C-S
324 -466
P-H
412 -580
'**
a*w+q
S - E
383 -160
H - N
382 -161
gad
E-Q
412 -5W
N-J
324 -4W
F-Q
561 -334
J-M
230 -8
fs1
Q - G
231 -227
'SERIAL#
40010OF 1S 6E.1E 10 89 9A 911E 81389 55 F7
'.This°drawing M1as been eleproniraflysigned and sealed by
Manuel Mart aci, M' Ff. iia 5Yl")'on ahe date shosin
-above using a.SHA l authentitatidmcode..
PtWed copies`_of ,tM1is duiument xie;noti considered. signed
Ladd sealed and the SHA-1•aethetdicaiion,code must be
:vetdred iln'any eledroni[,Cnpies. .. _
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. _ Refer to and follow the latest edition of BCSI (Building
Componen Safety Information, by TPI ana SBCA) r safety practices prior to performing these functions. Installers shall provide temposry1y
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilingg Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections 63, B7 or B10,
as applicable. jAppiy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page•
listing this drawingg indicates acceptance of professional engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
Job Number: 36CS00048 Ply: 1 SEQN. 668246 / T7 / HIPS
4EBB 1828-Cali "G"/DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH bRW:
Truss Label: A6 Wgt: 254.8 Ibs ._ / ... i 0911012018
=4X&
1 6'4"9 T10"9 12'4"7 1 15' 19'10" 22 '8" 2T3"9 31'9"8 33'3"7 39'8"
r 6'49 T 1'6" 4'5"14 T 2'7"9 410" T 4'10" 2'7"9 {' 4'5"15 r 1''6 { 84'9 {
=3X4 =5X6
012X4 =3X4 =3X6=3X4 =3X8 a3X4633X6=3X4 630
io
B(A2)
V8"
SEAT PLATE REQ. SEAT PLATE REQ.
39'8"
�1 T' + r 1� + 3 1
6'2"13 2 0"15 1 19, 0" 24'8" 25' " 1 11 345"3 398
27
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in roc Udell U#
Loc R / U / Rw / Rh / (2L / W
B 1561 / 714 / 962 / - / 346 / 8.0
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.158 G 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.434 G 999 180
L 1561 / 714 / 962 /- /i 18.0
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.067 N - -
Wind reactions based on MWFRS
Des
EXP' C
HORZ L 0.125 N - -
)'
B Min B Width Re = 1.8
q
Code / Misc Criteria
.00
NCB CLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
P
L Mi n Brg Width Req = 1.6
Soffit: 2.00
TCDL: 4.2 psf
BCDL: 5.0 sf
P
Bldg Code: FBC 2017 RES
Max TC CSI: 0.387
ce
Bearings B & L are a rigid surfa..
Bearings B & L require a seat pl te.
Load Duration: 125
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.454
Re Factors Used: Yes
Max Web CSI' 0 464
Spacing. 24.0
C&C Dist a: 3.97 it
p
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0) . Mfg Specified Camber:
Chords Tens.Comp.
Chords
Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02.1208.15
A - B 27 0
G - H
1334 -1958
Lumber
B - C 1577 -2832
H - 1
138E -2093
C - D 1411 - 2370
I - J
1429 - 2331
Top chord 2x4 SP #1
D - E 1430 -2331
J - K
1411 -2370
Bot chord 2x4 SP #1
E - F 13-
K - L
15-283
Webs 2x4 SP #3
F-G 1334 -1958
L-M
27 0
Wind
Member design based on both MWFRS and C&C.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
, Tens_ Comp.
B - V 2467 -1273
R - Q
1831 - 864
V - U 2465 -1273
Q - P
2039 -1026
gtSttttf
U - T 2039 -996
P - O
2039 -1026
� :�,m _
S - R 18311 - 835
N
N -
2465 -1302
-1302
- - -.
Maximum Web Forces Per Ply
(Ibs)
Webs.
Tens.Comp.
Webs
Tens. Comp.
'
V- C
235 - 6
R- H
278
-172
'STATE Z,
C - U
327 -473
Q - I
404
522
A
U-E
E S
351 -161
404 -522
H-Q
1-0
546
351
-372
161
A.
-
7 � �
4 73
F-R
28 -172
K-N
235
-8
G - R 247 - 290
40OIL 6S OF 186E tE 1089 9A 911F. RD 89 SS F7
%this•tlrawing has�beem:etectfomcally dped,and.sealed-by
aAxnuel Maitinea;'►.E. (F& L!n Milki on'the date'sho6n
,above .using a sH414 auttenikatioacode.
RtiMed tupids„ot this ;dodiufent age ,not;cousidered signed
Vaud seaim aid the Stlrrl'authenticatioa cotle must`be
F.
'vesH!ed on"anyelearonlc copies:
*`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlintot shipping, installing and bracing. Refer to and follow the latest edition of BCSI, (Building
Componen Safety Information, bV TPI an SBCA) safety practices prior to performing these functions. installers shall provide temposrryy
bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chard shall have a propefly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610,
as applicable. Apply plates to each face,of truss and position as shown above and on the Joinf Details, unless noted otherwise. (2efer to
drawings 160A-Z for standard plate positrons.
Alpine, a division of ITW BuildinComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI fPl 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover pa e_
listing this drawing indicates acceptance of professional engineeringg responsibility solely for the design shown. The suttabrirty
and use of this drawing for any structure is the responsibility of the 8uiiding Designer per ANSIITPI 1 Sec.2.
c r -- Wnrmafi saa this inh's neneral notes nape and these web sites, ALPINE: vvww.aloineitw.com: TPI: www.toinstom: SBCA: www.sbcindustrv.com; [CC: www.iccsafe.org
FJob Number: 36CS00048
B 1828-Cali "C" /DR Horton /4E68 1828-Cali"C"
s Label: A8
Ply: 1 1 SEQN: 668243 / T6 / HIPS
Qty: 1 FROM: AH DRW:
Wat:212.81bs ._ / ...
13' 1710" 26'8' 333"7 39'8"
r 6'4"9 + 67"7 + 6'10" I 6110" 67'7 } 64"9 J
12
6
B
05XB m3X4
D E
P O N M
II2X4=3X4=3X6 m3X8
09/10/2018
5X8
F
>G��3X4
Sr
H=-4X6(A2)
I g'g•
L J
m3X43X4 =4
1T PLATE REQ. SEAT PLATE REQ.
39'8"
1' 13 1 6'9"3 5'10" 1' 6'9"3
62"13 13' 419'10. 25'8" 26' 3353 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in too Udell L/#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.06
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.172 E 999 240
B 1561 1716 / 953 / - 1305
/ 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.471 E 999 180
H 1561 / 716 1953 / - ! -
/ 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.069 J - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP' C
HORZ(TL)= 0.128 J - -
B Min B �Width Req = 1.8
NCBCLL: 10.00
Mean Height: 15.00 ft
Code / Misc Criteria
Creep Factor: 2.0
H Min Brg Width Req = 1.8
Soffit 2.00
TCDL: 4.2 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.446
Bearings B & H are a rigid surface.
i
BCDL: 5.0 psf
P
TPI Std: 2014
Max BC CSI: 0.558
Bearings B& H require a seat plate.
Load Duration
1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.564
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
Mfg Specified Camber:
Chords Tens.Comp_ Chords
Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 E - F
1502 -2274
Lumber
B - C 1623 -2836 F - G
1425 -2325
C - D 1425 - 2325 G - H
1623 - 2836
Top chord 2x4lSP
#1
D - E 1502 -2274 H -1
27 0
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp_ Chords
Tens. Comp.
Member design based on both MWFRS and C&C.
B - P 2472 -1319 M - L
2006 -1008
P - O
2469 -1319
L - K
2006 -1008
O - N
2006 -978
' K - J
2469 -1348
N - M
2006 - 978
J - H
2472 -1348
Maximum Web Forces Per Ply (Ibs)
°sjr y Webs
Tens.Comp.
Webs
Tens. Comp.
P - C
244 -4
M - F
370 -243
$"01 Ctsi1, �,, C-O
377 -513
K-G
377 -513
D-O
444 -170
F-K
444 -170
D - M
370 -243
G - J
244 -6
m .. s.' •r3, «� E - M
300 - 381
400165OF 186E 1E 1089 9A 911F BD 89 S5 F7
fJbb'd6wing has been ,cipoed and;spaled+by
Maintei Martine , P E (fL,Pc.i 9471electrgmcagy02) on the date shown
-aboveusing a SHA-lautheatrcction code
Nbded copies,;nr thts "docainent ate nkt camdered i!gned
land sealed in& tbe;SHA-1.`8u1heotic0ion, code must ;be
�vet$ied gtt:aoy electioaic copies.
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheA rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or 610,
as applicable. Appay plates to each face of truss and position as shown above and on the Join? Details, unless noted otherwise. {2efer to
drawings 160A�Z for sandard plate positions.
A!pine, a divisio�i of ITW 8uildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
t ss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page, _
listing this drawing indicates acceptance of pro essional engineering responsibility solely for the design shown. The suitability
and use of this 9�awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
Job Number: 36CS00046 Ply: 1 SEQN: 668240 / T5 / HIPS
4EBB 1828-Cali "C"/DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
Truss Label: A10 Wgt 212.8 Ibs .. / ... 09/10/2018
6'4"9 11' 16'11"4 21' 22'T' 28'8' 33-3"7 39'8"
6'49 47"7 5'11"4 4'0"12 1'7" 6'1" 4'77 6'4"9
t:5X8 112X4 L-3X6!!a3X4 �-5X6
D E F- G H
T 12 T
8�
fy 03X4C 1 %3X4
o
rn i r
1 •ZZ�4X6(A2)BZ Jm4X6(A2)
32A 1 1, K e 8"
1-1 S R Q P O N M L
112X4 !m3X4 =3X6 =3X8 m3X4 !m3X6 m3X4 112X4
SEAT PLATE REQ.
SEAT PLATE REQ.
398"
1' 6'2"13 4'9"3 3' 2'11"4 5'11"4 2'9"8 3' 49"3 6'2"13 1'
62"13 + 11' f' 14' F 16'11"4� 22'10"8 25'8" 28'8" 33'S"3 I 39'8" r
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in foe Udefl U#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.00
Speed: 160 mph
Pt NA Ce: NA
VERT(LL): 0.191 E 999 240
B 1561 / 718 / 940 / - / 264 / 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.626 E 999 180
J 1561 / 718 / 940 / - /-
/ 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.070 L - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ(TL): 0.132 L - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00
Mean Height: 15.00 It
Code / Misc Criteria
Creep Factor. 2.0
J Min Brg Width Req = 1.8
Soffit: 2.00
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.384
Bearings B & J are a rigid surface.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.487
Bearings B & J require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Factors Used: Yes
Max Web CSI: 0.487
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
Maximum Top Chord Forces Per
Pie (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 F - G
16B4 -2611
Lumber
B - C 1644 -2814 G - H
1676 - 2599
C - D 1523 -2445 H - 1
1522 -2445
Top chord 2x4 SP #1
D - E 1684 -2611 I - J
1643 - 2814
Bot chord 2x4 SP #1
E - F 1684 -2611 J - K
27 0
Webs 2x4 SP 93
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Member design based on both MWFRS and C&C.
Chords Tens.Comp. Chords'
Tens. Comp.
B - S 2448 -1332 O - N
'
2134 -1115
S - R 2446 -1332 N - M
2134 -1115
R - Q 2134 -1085 M - L
2446 -1361
(91it0dlf$
Q-P 2134 -1085 L-J
2448 -1361
0y}q$ t
P - O 2616. 1373
Maximum Web Forces Per Ply j (Ibs)
� _
No 047 €
Webs Tens.Comp. Webs
Tens. Comp.
a
*
..,
S-C 198 -8 G-O
274 -327
C - R 299 - 377 O - H
642 - 397
STATE
D - R 373 -177 H - M
369 -176
�.
4;�±� �.�:
D - P 653 -405 M -1
298 -377
✓�A�* q�A+�ay�S�s'
"
P-G 109 -106 I-L
199 -10
E - P 270 - 323
400165OF 186E1E W 899A 91 SF. BD 89 SS F7
Ibis, drawing • Isas been.electr9ni4ny;Figned.and,sealed bV
Manuel Manlutz, P.E..{FL. Lit. N71ki "on the date shown
,above using a 9HA-1 authe04t96 tode..
Printed ;toplesof tbiiCowment aie;rwt;ioasideroA' signed
'and sealed and the SHA-1 auNercitaiiun code must::be
`vetiti3O any eledmnic copief.
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
a division of
inft��Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the
illfPl 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page
Is acceptance of professional engineering responsibility solely for the design shown. The suitability
it any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
neral notes page and these web sites: ALPINE: www.alpineftw.com; TPI: www.tl irist.org; SBCA www.sbcindustry:eom; [CC: www.iccsafe,
a
a
r4EE
Number: 36CS00048 Ply,; 1 SEQN: 668229 / T4 / HIPS
B 1828-Cali "C" /DR Horton AEBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
ss Label: Al2 Wgt: 211.4 Ibs / ... 09/10/2018
7'8"12 9' 14'3"11 19' 9' 0" 25'4"5 30'8" 1'1 "4 39'8"
7'8"12 1'3" 5'3"11 4'8"5 10 5'6"5 5'3"11 1'3" T8°12
m3X4 =3X61112X4 =3X4 =5X6
E FG H I
6 � 1112X4C
J 1112X4
T
A2) B
K054X6(A2)
L
L8'8°
S R Q P O N M
=3X4 =3X6 =3X4 =3X8 =3X4 =3X6 =3X4
1T PLATE REQ. - SEAT PLATE REQ.
1' T10"8 4'1"11 2'0"3 5'913 5'9°13 2'0"3 41"8 7'10"8 1�
7'10"8 12' 14'0" 19'10" 25'7"13 27'8° 31'9"8 39'8"
Loading Criteria (pso
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.243 G 999 240
B 1561 1720 / 921 ! - / 223
/ 8.0
BCLL: ' 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.667 G 999 180
K 1561 1720 / 921 / - ! -
18.0
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.074 M - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ L 0.139 M
Cf )�
B Min Br Width Re 1.8
g q
NCBCLL: 10.00
Mean Height: 15.00 ft
Code J Misc Criteria
Creep Factor. 2.0
K Min Brg Width Req = 1.8
1
Soffit: 2.00
TCDL: 4.2 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.566
Bearings B & K are a rigid surface.
Load Duration! 1.25
BCDL: 5.0 sf
P
TPI Std: 2014
Max BC CSI: 0.560
Bearings B & K require a seat plate.
Spacing: 24.0 6
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.510
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Mfg Specified Camber:
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
I I
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 G - H
2O29 -3246
Lumber
B - C 1644 -2767 H - I
1873 -29f�
C-D 1811 -2719 I-J
1810 -2719
Top chord 2x4i SP 91
D - E 1873 -2960 J - K
1644 -2767
Bot chord 2x4 SP #1
E - F 2029 -3246 K - L
27 0
Webs 2x4 SP
F - G 2029 -3246
Wind
Member design based on both MWFRS and C&C.
. d0 of "or 186E 1E 10899A+91•iF. BR89 SS F7
'Tdis,drawing has been etenigntcanq,agpeA and seared^bq
Minuet Wdrtey PL jFL.'tit. 94102).Wilie date srwwa
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2395 -1311 P - O 2993 -1625
S - R 2260 -1186 O - N 2260 -1216
R - Q 2260 -1186 N - M 2260 -1216
Q - P 2993 -1614 M - K 2395 -1340
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
405 - 32B
P - H
329
-187
S - D
489 - 426
H - O
378
- 520
D - Q
944 - 562
0-1
944
- 562
Q - E
378 - 520
I - M
489
-426
E - P
329 -187
M - J
404
- 328
G - P
228 - 303
ahave using aSHA-Uathemication_'Oft
' Printed copies�of the%'dooimmt ate nvt.tonsidered si¢ael,
sand sealed and the :BHA Yi'autdemkatiaa Cade.mist 6c
verkiedgoanVeleatonicmiiles,
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Componen[ Safety Information, by TPI anr7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attache rigid ceilingg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. IAppty plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. {2efer to
draw!ngs 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawin any failure to build the
truss in conformance with ANSI�P1 1, or for handlinWhipping, installation and bracing of trusses.A seal on this drrawing or cover page_ .
listing this drawing indicates acceptance of pro 2 sionik engineering responsibility solely for the design shown. The su' bility
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. I
For more information see this ions general notes Daae and these web sites: ALPINE: www.aloinedw.com: TPI: www.tDinst.ora: SBCA: www.sbdndustrv.com: [CC: www.iccsafe.oro
c
Job Number: 36CS00048 Ply: 1 SEQN: 668238 / T121 HIPS
4EBB 1828-Cali "C" /DR Horton 14EBB 1828-Cali "C" Qty: 1 FROM. AH DRW:
Truss Label: A14G Wgt 242.2 Ibs .. / ... 1 09/10/2018
a9'10"
7 11'6"4 17' 19' 10 22'8" 28'1"12 3211" 39'8"
7' 4-6"4 5's"12 2' 210" + 5'5"12 + 4'64 + 7'
=6X8 102X4=5X6=4X6 102X4 TC3 =6X6
12 C=AyA D TC2 E F G H =AYR[ J
I On
i 110
i I&FMOMMAN
T
M
12(B3) `t
1 i uw �.. 8 B°
T S R�"^" Q P O N � M �� N
014X4 1115X8(R) sa8X12 !a8X12 a5X6 104X4
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
�— 11'4" 284°
1' 6° 84"4 4'4" 5' 6 5' " 12 4'4" 6'4"4 6.
r 16 6lI") 4 11'2"4 1 17' 22'8" I 27'8" 122 2'9"12 + 39'2" 08",
P"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 2.00 BCDL: 5.0 psf
Load, Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.97 it
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 91 :TC2, TC3 2x6 SP #1:
Bot chord 2x6 SP #1
Webs 2x4 SP #3 :W4,2x4 SP #1:
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or 1x4 "T" reinforcement. 80% length of
web member. Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Snow Criteria (Pg,Pf in PSF)
Def11CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Loc R / U / Rw / Rh / RL I W
Pf: NA Ce: NA
VERT(LL): 0.1444 1 999 240
B -116 / 116 / 30 / - / =, / 8.0 ,
Lu: NA Cs: NA
VERT(TL): 0.399 1 999 180
S 4524 / 2025 / - / - / = 18.0
Snow Duration: NA
HORZ(LL): 0.022 M - -
K 1872 / 860 / - 1- I 18.0
HORZ(TL): 0.042 M -
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor. 2.0
B Min Big Width Req = 1.3
Bldg Code: FBC 2017 RES
Max TC CSI: 0.728
S Min Big Width Req = 5.3
TPI Std: 2014
Max BC CSI: 0.525
K Min Brg Width Req = 1.9
Rep Factors Used: No
Max Web CSI: 0.723
Bearings B, S, & K are a rigid surface.
Bearings B, S, & K require a seat
plate.
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
WAVE
VIEW Ver: 17.02.02.1208.15
Chords Tens.Comp. Chords Tens. Comp.
A - B 27 -20 G - H 1427 -3199
B - C 1022 -493 H - 1 1427 -3199
C - D 2586 -1160 I - J 1678 - 3761
D - E 459 -1040 J -K 1628 -3574
E - F 459 -1040 K - L 27 -20
F - G 459 -1040
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. ` Chords Tens. Comp.
B - T 396 -857 P - O 3773 -1705
4)1Itl6
T - S 403 - 884 O - N 3773 -1705
srw.`J±
S - R 1031 -2342 N - M 3112 -1400
R - Q 1031 - 2342 M - K 3139 -1407
a +
47
*w
w
Q - P 2229 -1022
F E
+
Maximum Web forces Per Ply'(lbs)
Webs Tens.Comp. Webs Tens. Camp.
w* ST
,w
T - C 636 -156 G - P 1513 -630
C - S 976 -2197 H - P 433 -539
S - D 1490 -2832 P -1 326 -673
�J
t
D- Q 3968 -1748 I- N 337 -291
Q - G 878 -1853 N - J 822 -356
sElttat#
E - Q 395 - 461 J - M
625 -145
'oil i11660F 186E.1E 1089 9A911F ON S5 F7
lW drawing-bas,been:dectioniceOV,stgned and M led by
�ManuIe Martine:, P.E �F4 tic,' SAiiH2)`oa tbe.date�sAovio
�above.using aSlifriaut>temicationcote, -
Pdmed`cop%s; of'thls4owment ae'not coasidged signed 'i
''arid seat d an& the �SHMS',,auMeaticatiao, caAe.'inust be
votdied on any demonic capies.
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING[
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ouire extreme care in fabricatina. handling, shiDDina. installing and bracing. Refer to and follow the latest t
a division of
,tF'L I,or Torn
acceptance
any structure
ral notes page an
.Mraint of webs shall have bracin inslalied per B1
as shown above and on the JoinpDetails, unless
Of
failure to build the
g or cover pa e
in. The su" bdity
Job Number: 36CS00048 Ply: 1 SEQN: 668257 / T1 / COMN
Job
1828-Cali "C" /DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH DRW.
Truss Label: A3 Wgt: 240.8 Ibs .. / ...
t• 64 24"9 + + 577'3"87 I 4''69""7 313'6" 36'94'"8
'10 1
676.4"8 1'"�61811 314 B°
'
H6X6
U&4 =3X4 =3X6 =3X8 =3X4 =3X6 =3X4 1112X4
09/10/2018
N
(6(A2)
SEAT PLATE REQ. SEAT PLATE PFQ.
39 8"
�1+ 6'2"12 + 12'01"1 +1t4' 18'1' 3 + 21715+ 25'81 +27'6"1'5 335"4 39'B? 11�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.60
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.001Mean
Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 2.00
BCDL: 5.0 psf
Load Duration; 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 8
Loc. from endwall: not in 4.50 fit
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x41 SP #1
Bot chord 2x4SP #1
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or 1*4 "T" reinforcement. 80% length of
web member. Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
Wind
Member desigi based on both MWFRS and C&C.
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf.' NA Ce: NA
VERT(LL): 0.155 P 999 240
Lu: NA Cs: NA
VERT(TL): 0.427 P 999 180
Snow Duration: NA
-HORZ(LL): 0.067 M - -
HORZ(TL): 0.125 M
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.401
TPI Std: 2014
Max BC CSI: 0.490
Rep Factors Used: Yes
Max Web CSI: 0.565
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
Plate Type(s):
WAVE
VIEW Ver: 17.02.02.1208.15
.40 0165OF 186E-1E 10 89 4A 911F So 89 SS F7
17his° drawing has been ,Hectsonicaliy signed and sealed by
'Manuel Manioex, P.E. (m Lie #471ii2) on'the date'shavin
,aboveusing aSHA-lautheinication code.
'Pstated espies 'ot ,tpis docunmut are hilt. cunsid&ed signed
Ind scaled and- the SHA- authemica[ion code must ,be
(verNieiidd.arty.electsoaiccopies.
♦ Maximum Reactions (Ibs)
Loc R I /Rw /Rh /RL /W
B 1561 1711 / 965 / - 1408 / 8.0
K 1561 1711 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
K Min Brg Width Req = 1.8
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B
27 0
G-H
1217 -1885
B - C
1534 -2827
H -1
1383 -2340
C - D
1363 - 2379
I - J
1364 - 2379
D - E
1382 - 2340
J - K
1534 - 2826
E-F
1212 -1877
K-L
27 0
F-G
1159 -1618
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - T
2462 -1224
P - O
2051 - 986
T - S
2459 -1224
O - N
2051 - 986
S - R
2050 - 956
N - M
2459 -1245
R - Q
2050 - 956
M - K
2462 -1245
Q-P
1615 -685
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp_
T - C
222 - 6
G - P
560
- 327
C - S
316 -453
P - H
445
-644
S-E
411 -155
H-N
410
-156
E - Q
445 - 644
N - J
315
- 452
F - Q
558 - 357
J - M
223
- 8
Q - G
250 -243
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
IT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nation, byy TPI anr7'SBCA) for safety practices prior to performing these functions. Installers shall provide temposry
s noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proppefiy
lcation shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
ltes tp each face of truss and position as shown above and on the Join Details, unless noted otherwise. (2efer to
a division of ITW Buildi,n Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI 1, or for handling shipping, installation and bracing of U USSes.A seal on this drawing or cover page_
this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability
;e of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
48
[4EBTruss 1828-CAC"O/DR Horton 14EBB 1828-Cali "C" I Wat '254.8 Ibs I FROM: AH 259 / T15 / COMNI DRW % 09/10l201 B I
i 6'4"9 7'10"�9 1248 16'D"1 19'10 237"15 273"7 31'9'7 333 �7 39'8" i
r' 6'4"9 IF 4'6" + 37"B + 3'9"15 3'9°15 37"8 + 4'6" 11'6"f 149 1
SEAT PLATE REQ.
a3X4 e5X6
6X4 a3X4 H3X6 @3X4 a3X8 H3X4 H3X6 83X4 912X4
SEAT PLATE REQ.
39'8"
6'2"13 5'10"4 1'11" 3'9"15 3'9"15 2'0"1 5'10"4 6'2"13 1�
6'2"13 12'1" 14' 2�D 1� 19'10" 237"15 25'8" 110 1 33'S"3 39'8"
1' 6'0"f 2
Loading Criteria (psf)
Wind Criteria
Snow. Criteria (Pg,Pf in PSF)
TOLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NI
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Code / Misc Criteria
Soffit: 2.00
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Factors Used: Yes
Loc. from endwall: not in 4.50 It
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP 93
Wind
Member design based on both MWFRS and C&C
Defi/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.154 G 999 240
VERT(TL): 0.424 G 999 180
HORZ(LL): 0.066 N - -
HORZ(TL): 0.125 N -
Creep Factor: 2.0
Max TC CSI: 0.383
Max BC CSI: 0.454
Max Web CSI: 0.566
Mfg Specified Camber:
VIEW Ver: 17.02.02.1208.15
40 0165OF 186E 1E 10999A 911F BD89 SS F7
; ibis, drawing has been elettionitaiiy signed and sealed by
��Manuel• Maninex,: M,jFf: tia 847182) ao the date,shovia
above, usinga iHA4 nheudcatian code.
'Pinned topies,'.oi this 06tament are oot$[onsidered signed
*and s[aled antl the SHA•1 auIthendtWoh tode,mdst ,be
, vetdied as anp eiewoait copies. -
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1561 / 713 / 964 / - / 367 18.0
L 1561 /713 /964 /- /- 18.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
L Min Brg Width Req = 1.8
Bearings B & L are a rigid surface.
Bearings B & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chord's Tens. Comp.
A- B
27 0
G- H
1264 -1827
B - C
1561 -2830
H -I
1326 -2020
C - D
1395 -2372
I - J
1413 -2333
D - E
1413 -2333
J - K
1395 -2372
E - F
1326 -2020
K - L
1562 -2830
F- G
1264 -1827
L- M
27 0
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chord's
Tens. Comp.
B - V
2466 -1255
R - Q
1755 - 804
V - U
2464 -1255
Q - P
2041 -1013
U - T
2041 - 984
P - O
2041 -1013
T - S
2041 - 984
O - N
2464 -1284
S - R
1755 - 776
N - L
2466 -1284
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
V- C
232 - 6
R- H
258
-183
C - U
325 -469
H - Q
546
-351
U - E
373 -161
Q - 1
409
-558
E - S
409 - 558
1-0
373
-161
F - S
546 - 351
O - K
325
-469
F- R
257 -182
K- N
232
- 8
G-R
190 -217
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
uire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI an3 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperly
a3id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
'le. Apply plates to each face of truss and position as shown above and on the Join? Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
Of
TPI 1; or torn
acceptance
any structure
failure to build the
g or cover page
in. The suitability
Job Number: 36CS00048
4EBB 1828-Cali —C"/DR Horton /4EBB 1828-Cali "C"
Truss Label: A7
i
Ply: 1 SEQN: 668262 / T26 / COMN
Qty: 1 FROM: AH DRW.
Wgt:218.4lbs .. / ...
6'4"7 T10"t9 14'0"1 19'10" 25'715 31'-1 333" 39'8"
f 8'4"7 +1'8" 6'1°8 + 5'9"15 + 5'9"15 } 6'1"8 +1'6" 6'4"7 1
—�5X8 1112X4 =5X8
E F G
i
SEAT PLATE REQ.
[16(4 `=3X6 =3X4 ma X8 =3X4 m3X6 162X4
09/10/2018
o>
6(A2)
SEAT PLATE REQ.
39'8"
r1' 6'2"11 5'9`5 2'0"1 5'9"15 5'9°15 2'0'1 5'9"5 6'2°11 1�
6'2"11 12' 14'0` 19'10" 257"15 27'8" 33'5°5 39.8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 2.0b
BCDL: 5.0 psf
Load Duration•; 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 �"
C&C Dist a: 3.97 it
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4ISP #1
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or 1k4'T" reinforcement. 80% length of
web member Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
i
Wind
Member design based on both MWFRS and C&C.
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.164 F 999 240
B 1561 / 715 / 958 / - / 326 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.451 F 999 180
J 1561 1715 / 958 / - /-
18.0
Snow Duration: NA
HORZ(LL): 0.069 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.130 L
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor. 2.0
J Min Brg Width Req = 1.8
Bldg Code: FBC 2017 RES
Max TC CSI: 0.592
Bearings B & J are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.603
Bearings B & J require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.354
FT/RT:20(0)/10(0)
Mfg Specified Camber:
Maximum Top Chord Forces Per
Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 F - G
1404 -2093
B - C 1617 - 2856 G - H
1376 - 2223
C - D 1350 -2262 H -1
1350 -2262
D - E 1376 - 2223 I - J
1616 - 2856
E- F 1404 - 2093 J- K
27 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - R 2494 -1317 O - N 1937 - 952
R-Q 2491 -1317 N-M 2491 -1346
Q - P 2491 -1317 M - L 2491 -1346
P - O 1937 - 922 L - J 2494 -1346
Maximum
Web Forces
Per Ply (Ibs)
a�*4✓'v'�e
v
Webs Tens.Comp. Webs Tens. Comp.
No 04 7182 ` *,
R - C
273 -5
O - G
286
-177
C - P
427 - 600
G - N
464
-172
�R
E - P
464 -172
N -1
427
-600
T E _
STA_. «*•td3J%
E- O
F-O
286 -177
221 -283
i- L
273
-4
/ 40 0165OF 186E 1E 10 89 9A 911F 00 89 SS F7
This, drawing has•been:electorically,signed and sealed;, by
t;4anuel Martine:; P.E. ¢L tic 94ilkji on the date shown
above using a SP!lrlauthenticationlode.
Printed coDle's, of ,this:doamen[:.are rim;coasidered signed
'and sealed aml the SNA-1 ,authentication code must be
�vet$ied on`any Nectsouic copies. '
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses re re extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anr7'SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or 810,
as applicable. I Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. (2efer to
drawings 16OA-Z for standard plate positions.
Alpine, a division of ITW 8uildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSIIi PI 1, orfor handling shipping, installation and bracing of trvsses.A seal on this drawing or cover page_
listing this drawingg indicates acceptance of professional engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this lob's aeneral notes once and these web sites: ALPINE: www.aiiiineltw.com: TPI: www.Unst.ora: SBCA: www.sbcindusW.com, ]CC, www.imsafe.om
Job Number: 36CS00048 Ply: 1 SEQN: 668264 / T23 / COMN
4EBB 1828-Cali "C" /DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
Truss Label: A9 Wgt: 207.2 Ibs .. / ... 09/10/2018
6'4"9 12'0"l 19,10" 277"15 33'3"7 39'8" i
64 57"8 T9"15 7'9"15 57 8 64"9
05XB 112X4 =5X8
D E F
12
6 p
03X4C G ft3X4 ,l
toto
=4X6(A2) B H=4X6(A2)
A 1 8'6"
P O N M L K J
112X4 =3)(4 =3X6 =3X8 =3X6 =3X4 1112X4
SEAT PLATE REQ. SEAT PLATE REQ.
39'8"
r1'+ 6'2"13 + 5'9"4 +1'11"1S 5'10" 5'10" } 1'11"15� 59"4 8'2"13 1�
8'2"13 12'0"1 14' 19'10" 25'8' 2T7"1 33'5"3"3 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.183 E 999 240
B 1561 1717 1947 1- / 285
/ 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.502 E 999 180
H 1561 / 717 / 947 /- /-
18.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 J - -
Wind reactions based on MWFRS
Des
EXP: C
HORZ L 0.128 J - -
�)
B Min BigWidth Re 1.8
q
CLLd: 10.00
NCBCLL: 10.00
Mean Height: 15.00 ft
9
Code / Misc Criteria
Creep Factor. 2.0
P
H Min Brg Width Req = 1.8
Soffit: 2.00
TCDL: 4.2 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.618
Bearings B & H are a rigid surface.
9 g
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.624
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 it
Rep Factors Used: Yes
Max Web CSI: 0.580
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00 It
FT/RT:20(0)/10(0)
Mfg Specified Camber:
Chords Tens.Comp. Chords
Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 E - F
1616 -2483
B - C 1631 - 2819 F - G
1476 - 2392
Lumber
1637 -2810
Top chord 2x4 SP #1
D - E 1616 -2483 H - 1
Bat chord 2x4 SP #1
Webs 2x4 SP ##3
Maximum Bat Chord Forces Per
Ply (Ibs)
Wind
Chords Tens.Comp. Chords
Tens. Comp.
Member design based on both MWFRS and C&C.
B - P 2454 -1322 M - L
2080 -1066
P - O 2452 -1323 L - K
2080 -1066
O - N 2080 -1036 K - J
2452 -1352
N - M 2080 -1036 J - H
2454 -1352
S�tttJ�
Maximum Web Forces Per Ply
(Ibs)
Webs Tens.Comp. Webs
Tens. Comp.
P-C 210 -6 M-F
508 -321
do 047i8
.
C - O 328 -426 F - K
433 -168
"+
*
D - O 433 -168 K - G
328 -426
D-M 508 -321 G-J
210 -8
R
" a
E - M 364 -462
400165OF 1B 6E 1E 1089 9A 911F BD 89 SS F7
`This drawing: has been eiectrunkaBy,s!gmed and zeaied by
Manud, Martinez; M #FL Lis. &47162) on the date'slwvin
above usinga SNA•1 authentication code,
PiHded 'copies signed
,And sealed amr the .SI1Mi autherrtica4ion codef must he
verBieA on:aoy electiodk mpief. _
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricatingg, handlin shipping, installing and bracing. ,Refer to and follow the latest edition of BCSI (Building
nenq Safety Information, by TPI anc7 SBCA) for safety practices prior to pertorming these functions. Installers shall provide temporary
per BCSI.. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins lied per BCSI sections 63, B7 or B10,
cable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. (refer to
1s 160A-Z for standard plate positions.
a division of ITW Buildini�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page_
this drawina. indicates acceptance of professional engineering responsibility solely_for the design shown. The suitabllity
any
rel nc
R
Number: 36CS00048
B 1828-Cali "C" /DR Horton /4EBB 1828-Cali "C"
ss Label: A11
Ply: 1 SEQN: 668296 / T24 / HIPS
Qty: 1 FROM: AH DRW.
Wgt 203.0 Ibs .. / ...
09/10/2018
5'3"4
10'0°123'0"12
297"15
34'4"12
39'8"
5'3"4
4'8°12
8'8"15
8'3°11
67"3
4'8°12
5'3"4
r?5X8
M3X4
!295X6
=5X8
D
E
F
G
12
T
6
T
�2X40
H .12X4
"v
l!04X6(A2)
B
b!s4X6(A2)
J
8'8'
A
P 0
N
M
L K
=3X4 =3X6
=3X4
=3X8
=3X6 =3X4
SEAT
PLATE REQ.
SEAT PLATE REQ.
39'8"
-1
1'11"1�4
474 +191"1
0"
1'
12
+673
6S
S8
230'12
7810'0"1
398
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
LOG R / U ! Rw / Rh / RL
/ W
TCDL: 7.06
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.211 F 999 240
B 1561 1719 / 931 / - / 244
/ 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.579 F 999 180
1 1561 / 719 / 931 / - ! -
/ 8.0
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.072 K - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ(T L) 0.135 K - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00
Mean Height: 15.00 it
Code / Misc Criteria
Creep Factor. 2.0
P
1 Min Brg Width Req = 1.8
Soffit: 2.00
i
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.460
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Load Durations 1.25
MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014
Max BC CSI: 0.736
Spacing: 24.0
C&C Dist a: 3.97 it
Rep Factors Used: Yes
Max Web CSI: 0.626
Maximum Top Chord Forces Per
Ply (Ibs)
i
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
Chords Tens.Comp_ Chords
Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
A - B 27 0 F - G
1821 -2860
Lumber I
B - C 1692 -2808 G - H
1555 -2540
C - D 1556 -2540 H -I
1692 -2809
Top chord 2x4 SP #1
D - E 1812 - 2845 I - J
27 0
Bot chord 2x4ISP #1
E - F 1820 -286D
Webs 2x4 SP #3
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Member design
based on both MWFRS and CBC.
Chords Tens.Comp. Chords
Tens. Comp.
B - P
2456 -1386
M - L
2223 -1174
P - O
2224 -1145
L - K
2223 -1174
O - N
2224 -1145
K -1
2457 -1416
N - M
2866 -1530
���gtili111ID@ll8r�
Maximum
Web Forces
Per Ply
(Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
04140g,�
C - P
276 -266
M - G
801 -498
'y
D - P
399 -129
F - M
293 -358
. Fir
i
D - N
789 -490
G - K
402 -129
r $
STATe :o.
N - E
E-M
300 -365
100 -96
K - H
276 -256
4001650FN6E1E10889A%1F.8DNS5R
Thi ' drawing has been .eleargnica0y signed andsealed,by
Mauv0 tNanine:;, P.E•.tF1nc. S47182? ao she. date'shovin
:aboveusingaBHfllaeNehBc ".im de.
Pibded cop!es;`of Mis Obpiinent are not([owde" 'geed
`aad sealed and the SHd !auMerdic n; code must';'be
verffled..gn,any.eiecU041i,coRles: - -
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—I*PORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin sh!pping, installing and bracing. ,Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anq'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherw!se,top chord shall have properly attached structural sheathing and bottom chord shall have a properr y
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810,
as applicable. I Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f2efer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin�l Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page_
listing this drawing indicates acceplance of professional engineering responsibility solely for the design shown. The suitability
and use of this r7iawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2.
Job Number: 36CS00048 Ply: 1 SEQN: 668301 / T14 / SPEC
4EBB 182E-Cali "C" iDR Horton /4EBB 1826-Cali "C" Qty: 1 FROM: IRS DRW.
Truss Label: A13 Wgt: 212.8 Ibs 1 09110/2018
90"1 13'S"12 19' 26'4"1 29 33'3°8 39'8°
90"1 5'S°11 5'64 T4"1 27"15 4'3"8 64"8
G
T91T
a
3X6(A1) B
39 A�
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
134° 68° i298°
F1' 8'113 5'0"7 5'9"12 7'2°5 2'9"11 4'S"4 6'2"12 1
8'1"13 132'4 f9' 26'2"5 29' 3354 39'8"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00. Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
soffit 2.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or lx4 7" reinforcement. 80% length of
web member. Same species & SRB grade or better,
attached with 8d Box or Gun (0.113W.5",min.)nails
@ 6" oc.
Plating Notes
All plates are 5X6 except as noted.
Wind
Member design based on both MWFRS and C&C.
Snow Criteria (Pg,Pf in PSF)
Defl1CSl Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in too Udefi L/#
Pt NA Ce: NA
VERT(LL): 0.032 L 999 240
Lu: NA Cs: NA
VERT(TL): 0.095 L 999 180
Snow Duration: NA
HORZ(LL): 0.014 K - -
HORZ(TL): 0.026 K
Code / Misc Criteria
Creep Factor: 2.0
.Bldg Code: FBC 2017 RES
Max TC CSI:. 0.601
TPI Std: 2014
Max BC CSI: 0.424
Rep Factors Used: Yes
Max Web CSI: 0.663
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
Plate Type(s):
WAVE
VIEW Ver: 17.02.02.1208.15
40Ill 65OF 188E 1E 1089 9A91IF. BD 89 SS F7
bis'drawing harhern eletttgnirapp;tipied.anU,'sebled 6p
:W6el Martinez',- P.E..(FL.Lk. .. SWIM) 'On the date. siwvin'
-Aeve Using a4h%4aatheWlation code.
PlimeA,iopies of -this` Eowmerrt arc not comideiedl."siPned
"aml seaRtl 9rtdt the'SHA-1 auttiegtited code, most, be
^vadieA on"aoy electioufc toplef.
♦ Maximum Reactions (Ibs), or "=PLF
Loc R /U /Rw /Rh /RL /W
B 559 / 260 / 385 / - / 257 / 8.0
O' 325 / 147 1161 10 /- 168.0
1 752 / 342 1531 /- / / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
O Min Brg Width Req = -
I Min Brg Width Req = 1.5
Bearings B, O, & I are a rigid surface.
Bearings B, O, & I require a seatipiate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. , Chords Tens. Comp.
A- B 27 0 F- G 1 549 -672
B - C 356 -5W G - H 520 -686
C - D 163 -14 H - I 659 -1095
D - E 435 -187 1- J 27 0
E - F 435 -187
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - P 449 - 232 M - L 631 - 280
P-O 456 -232 L-K 916 -485
O - N 298 -359 K - I 919 -485
N - M 635 - 280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs i Tens. Comp_
C - P
312 -44
M - F
225
-2
C-O
418 -646
F-L
191
-141
O - D
178 -97
G - L
432
-339
D - N
319 -410
L - H
336
-449
E - N
321 - 398
H - K
235
-15
N - F
783 -1202
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
uire extreme care in fabricating, handlin shi ping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI ancl'SBCA) for' 2 ety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinccl1 and bottom chord shall have a propperly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins sled per BCSI sections B3, B7 or 610,
lie. Apply psates to each fare of truss and position as shown above and on the JointDetails, unless noted otherwise. {2efer to
60A-Z for standard plate positions.
a division of
any
its drawing,any failure to build the
on this drawing or cover page
to design shown. The suitability
A
}
F
Number: 36CS00048 Ply: 1 SEQN: 668303 / T11 / SPEC
B 1828-Cali "C" /DR Horton 14EBB 1828-Cali "C" Qty: 1 FROM: AH DRW.
ss Label: A15 Wgt: 208.6 Ibs / ... 0911012018
T '11"15 13'9"12 17'11"15 18' " 244"1 29' 33'3"9 398"
T 11" 5 5'9"13 4'2"3 8" 5'8"1 47"15 4'3"9 6.4"7
I B5X6
T
�5X10(SRS)
12 =5X60
=3X4
=3X6
6 D
E
F G
5X12H
io T-7
7) o
.
(a)
f4 M
1.1:
3X6(A1)B
A
U T
S R=Jxb
P O N
m3X4102X4
=3X4
�4X10I—IQ
112X4=3X6 m3X8
SEAT PLATE REQ.
SEAT PLATE REQ.
SEAT PLATE REQ.
13'8"
5'
21' —
rt' 7'1"12 11" 5 5'4"9 " 2 4'B" 56"5 115"11 V5"5
7'1"12 '1" 1 13'6"d 18'8" 24'2"5 25'B� 33'5"5
29'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 2.00
BCDL: 6.0 psf
Load Duration 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0!"
C&C Dist a: 3.97 it
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4l SP #1
Webs 2x4 SPI#3
Bracing
(a) Continuous lateral restraint equally spaced on
member. Or *4 "T" reinforcement_ 80% length of
web member.;Same species & SRB grade or better,
attached with 8d Box or Gun (0.113"x2.5",min.)nails
@ 6" oc.
Wind
Member design based on both MWFRS and C&C.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l0(0)
Plate Type(s):
WAVE
M
112X4
39'8"
SEAT PLATE REQ.
DefIICSICriteria
♦Maximum Reactions (Ibs)
PP Deflection in loc Udefi U#
LOG R / U / Rw / Rh / RL / W
VERT(LL): -0.039 N 999 240
B 529 / 241 1354 1- / 277 / 8.0
VERT(TL): 0.101 N 999 180
S 687 1237 / 346 / - / - / 8.0
HORZ(LL): 0.014 M - -
Q 1302 / 601 / 633 / - / - 18.0
HORZ(TL): 0.027 M - -
K 770 1350 / 528 / - ! - / 8.0
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.569
B Min Brg Width Req = 1.5
Max BC CSI: 0.357
S Min Brg Width Req = 1.5
Max Web CSI: 0.564
Q Min Brg Width Req = 1.5
K Min Brg Width Req = 1.5
Mfg Specified Camber:
Bearings B, S, Q, & K are a rigid surface.
Bearings B, S, Q, & K require a seat plate.
VIEW Ver: 17.02.02.1208.15
40 0165 OF IB 6E 1E 10 89 9A 911F BD 89 SS F7
'7his'drawing has been.etectwnicallysigned and sealed by
Manuel Martinet, P.E. 01.ILiu t471M on The date sbovin
ailove using a S14A-1auMendcad In toda..
PtiMed"toples,:of this Ao[uinem.aie not toasidered. signed
and sealed and, the SHn-1'autherdication code must be
verHieif an anY Nettrodic copies.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp_
A- B
27 0
G- H
594
-525
B - C
588 -579
H - I
934
-734
C - D
626 -488
I-J
935
-734
D-E
272 -106
J-K
1161
-1131
E- F
584 - 525
K- L
27
0
F - G
584 - 525
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - U
451 - 388
Q - P
657
- 571
U - T
445 - 329
P - O
652
- 571
T - S
444 - 325
O - N
652
- 571
S - R
340 -262
N - M
947
- 8W
R - Q
340 - 262
M - K
950
- 887
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C-U
216 -128
Q-H
1513
-1385
U - D
209 -208
P - H
206
-2
D-T
109 -31
H-N
171
-61
D - S
751 -751
N - J
523
-429
S - E
196 -241
I - N
374
-383
E - Q
500 - 398
J - M
223
- 31
G - Q
276 - 324
*"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
IT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
nation, by TPI anr7'SBCA) foF safety practices prior to performing these functions. Installers shall provide temporar�
s noted o herwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propper y
scat ns shown for permanent lateral restraint of webs shall have bracing insfalled per BCSI sections B3, B7 or B10,
ate- to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (2efer to
ndard plate positions.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawin any failure to build the
conformance with ANSIQ PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page_ .
this drawing indicates acceptance of professtonal engineering responsibility solely for the design shown. The suitability
ce of this gnawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
[J.b Number:
0048
4EBB Label:
CC"0/DR Horton /4EBB 1828-Cali "C" I Qty: 1 3.0 Ibs I FROM: RS 310 / T20 / SPEC I DRW % 09/10/2018 I
Truss A16
M
M
1a0 M
7' i 9'it"151 13'9"12+ 1B'8° + 22'4°7 + 29' 333"8 } 3 �
7' 2'11"15 3'9"13 4'10"4 3'8"1 67"15 4'3"B 6'4°8
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
13'8" 5' 21'
T1"12 + 2'1115+ 3'4"9 + 5'1"12 + X6"5 6'9"11 F 4'5"4 F 6782 1'�
T1"12 10'1"11 13'6"4 18'8° 22'2"5 29' 33'.5 39'8"
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 2.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 it
Loc. from endwali: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Wind
Member design based on both MWFRS and C&C
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pt NA Ce: NA
VERT(LL): -0.037 M 999 240
B 527 1239 / 338 / - / 317 18.0
Lu: NA Cs: NA
VERT(TL): 0.097 M 999 180
P 730 / 273 / 339 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.013 L - -
O 1229 1557 / 597 ! - / - / 8.0
HORZ(TL): 0.025 L - -
J 787 1358 / 529 / - / - / 8.0
Code / Misc Criteria
Creep Factor. 2.0
Wind reactions based on MWFRS
Bldg Code: FBC 2017 RES
Max TC CSI: 0.591
B Min Brg Width Req = 1.5
TPI Std: 2014
Max BC CSI: 0.329
P Min Brg Width Req = 1.5
O Min Brg Width Req = 1.5
Rep Factors Used: Yes
Max Web CSI: 0.513
J Min Brg Width Req = 1
FT/RT:20(0)/10(0)
Mfg Specified Camber:
Bearings B, P, O, & J are a rigid surface.
Plate Type(s):
Bearings B, P, O, & J require a seat plate.
WAVE
VIEW Ver: 17.02.02.1208.15
a, 047.1 :
STATE - OF
400165OF 195E IE 10999A91IF 81)89 SS F7
'This, drawing has, been-.elettt nicaRy;signeq and:sea!ed by
:Manuel=Maciinea; M (FL,11c: 4479k8 on the date,shovto
,above rusing a SNA4M11e14i1at1on code.
Prbrted caDies,of tbix;doament ateoot,considered�signed
Wand sealed aml the SNMi autheidkation, code .must, be
veillw on"any eleoneatic copies.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp_
A- B
27 0
F- G
725
- 746
B - C
644 - 570
G - H
929
- 813
C - D
696 - 515
H - 1
935
- 783
D-E
405 -316
I-J
1146
-1160
E- F
724 - 746
J- K
27
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - R 442 - 392 O - N 623 - 570
R - Q 382 - 307 N - M 616 - 571
Q - P 382 - 304 M - L 972 - 870
P - O 473 - 386 L - J 975 - 871
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - R
192 - 74
O - G
1701
-1524
R-D
236 -105
N-G
216
-4
D-Q
79 -7
G-M
137
-36
D - P
916 - 804
H - M
388
- 321
P - E
170 -241
M -1
487
-394
E - O
480 - 437
I - L
204
- 33
F - O
167 -237
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
qquire extreme care in fabricatingg handiin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
f Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
r BCSI., Unless noted olhetwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly
aid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg ins. ailed per SCSI sections B3, B7 or 610,
le. ADDIV Diales to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 12efer to
a division of
TPI 1; or tor handling snipping, mstallE
acceptance of professiona engine
any structure is the responsibility of
failure to build the
g or cover pa e _
in. The sui bility
A
Job Number: 36CS00048 Ply: 1 SEQN: 6682311 T2 / GABL I
4EBB 1828-C6li "C" /DR Horton /4EBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
Truss Label: 61GE Wgt: 134.41bs .. / ... 09/10/2018
107 + 21W
1018, 1018'
F� Z8" -)+ 1'4- -1
(TYP)
I m4X4
F 1'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.I
TCDL: 4.2 psf
Soffit: 2.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SO 93
Plating Notes
All plates are 2X4. except as noted.
Wind
Member design based on both MWFRS and C&C.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and
other requirements_
21'4"
21'4"
21'4"
1' 1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or `=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
LOG R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): -0.001 H 999 240
p. 81 137 / 39 /- / 11
/ 255
Lu: NA Cs:,NA
VERT(TL): 0.002 AE 999 180
Wind reactions based on MWFRS
Snow Duration: NA
HORZ(LL): 0.002 J - -
P Min Brg Width Req = -
HORZ(TL): 0.003 J - -
Bearing B is a rigid surface.
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.108
Maximum Top Chord Forces Per
Ply (Ibs)
TPI Std: 2014
Max BC CSI: 0.033
Chords Tens.Comp. Chords
Tens. Camp.
Rep Factors Used: Yes
Max Web CSI: 0.088
A - B 27 0 1-1
304
-24
FT/RT:20(0)/10(0)
Mfg Specified Camber:
B - C 87 -120 J - K
253
-21
Plate Type(s):
C - D 80 -90 K - L
202
-23
WAVE
VIEW Ver: 17.02.02.1208.15
D - E 105 -71 L - M
154
-43
E-F 153 -50 M-N
105
-64
F - G 202 -29 N - O
74
-84
G-H 253 -21 O-P
81
-113
H- 1 303 -24 P- Q
27
0
4o of 6s of 186E 1E 10 a9 9A 911F BD a9 ss F7
'This•diawing has been electronically signed and sealed by
Manuel Maninei, P.E. 0L..Ut. i471k) on the date shovin
above. using SHA-lauthenticationtodo.
Piimed copiei„of.Nls.doamerrt, are'not:toasideied' signed
aad stated and the SHA-i authei djioncode must be
vedlied an any electionic copies.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -AE
175 -108
X - W
192
-107
AE-AD
1B3 -110
W-V
191
-107
AD -AC
185 -110
V - U
189
-106
AC -AB
188 -111
U - T
187
-106
AB -AA
190 -112
T-S
185
-105
AA-Z
191 -112
S-R
183
-104
Z-Y
192 -113
R-P
175
-103
Y-X
192 -107
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Camp.
C -AE
174 -103
W - J
187
- 83
D-AD
B8 -65
V-K
153
-73
E -AC
101 -74
U - L
100
-73
F -AB
100 -73
T - M
101
-74
G -AA
153 -73
S - N
8B
-65
H - Z
187 - 83
R - O
174
-103
X-1
0 -162
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s reqquite extreme care in fabricatingg handshipping, installing and bracing. _Refer to and follow the latest edition of BCSI (Building
nenf Safety Information, byy TPI and'SBCA) toy safety practices prior to pertorming these functions. Installers shall provide temporarryy
er BCSI. Unless noted - he--e,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
riggid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610,
cable. Apply plates to each face. of truss and position as shown above and on the Join f Details, unless noted otherwise. (2efer to
is 160A-Z for standard plate positions.
a division of ITW Buildin�LComponents Group Inc. shall not be responsible for any deviation from this drawin any failure to build the
conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drrawing or cover page_ .
this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability
ie of this yawing for any structure is life responsibility of the Building Designer per ANSIITPI 1 Sec.2.
information see this iob's timeral notes oaae and these web sites: ALPINE: www.alnineitw.=, TPI, w Aninst om[ SBCA-, www.sbdndusW.mm: ICC[ www.ir fe
C
Job Number: 36CS00048 Ply: 1 SEQN: 668232 / T3 / GABL
4EBB 1828-Cali "C" /DR Horton 14EBB 1828-Cali "C" Qty: 1 FROM: AH DRW:
Truss Label: C1GE Wgt: 78.4 Ibs .. / ... 09/10/2018
7' + 14'
T 7'
'- - 1 8" —+- /TYP1� G=4X4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
T(;DL: 4.2 psf
Soffit: 2.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Lac. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
Webs 2x4 SP #3
Plating Notes
All plates are 2X4 except as noted.
Wind
Member design based on both MWFRS and C&C.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
14' J
14'
14'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or "=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc Lldefl U#
LOG R / U / Rw / Rh / RL / W
L" 84 139 / 40 / - / 12 1168
Pf: NA Ce: NA
VERT(LL): -0.001 F 999 240
Lu: NA Cs: NA
VERT(TL): -0.001 F 999 180
Wind reactions based on MWFRS
Snow Duration: NA
HORZ(LL): -0.002 E - -
L Min Brg Width Req = -
HORZ(TL): 0.002 E - -
Bearing B is a rigid surface.
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 2017 RES
TPI Std: 2014
Max TC CSI: 0.118
Max BC CSI: 0.026
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A - B 27 0 G - H
213 -25
Rep Factors Used: Yes
Max Web CSI: 0.061
FT/RT:20(0)110(0)
Mfg Specified Camber:
B - C 14 -66 H -1
157 -48
Plate Type(s):
C - D 61 -28 I - J
105 -69
VIEW Ver: 17.02.02.1208.15
WAVE
D - E 113 -17 J - K
E-F 165 -14 K-L
87 -89
84 -106
F-G 221 -17 L-M
27 0
Maximum Bot Chord Forces P Ir Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp_
B-V 145 -46
R-Q
164
-49
V-U 153 -47
Q-P
159
-50
U-T 158 -48
P-O
155
-51
T-S 161 -49
O-N
150
-53
S-R 164 -49
N-L
144
-55
Maximum Gable Forces Per Ply
(Ibs)
"^^.... d +�r�
Gables Tens.Comp.
Gables
Tens. Comp.
"1
C-V 122 -56
Q-H
205
-83
ko 0471
D - U 115 -75
P -1
159
-72
E-T 159 -72
F - S 205 - 83
O-J
N - K
115
122
-75
- 56
STATE��
G - R 13 -89
*»
400165 OF SB SE 1E 1099 9A 911F BD 89 5S F7
This- drawing has been electionicallg,Figned and Seated, by
Manud Martinez,'P.E"(FLI!Icc a471w),06 the dateshown
above :using a SHA4authendcation[ode.
't'rimed'tables, a this dowmem are noYconsidered shined
I dd Seated and the SHA-1.authemication Mode must be
.verNieG onany elettiodic topIm
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
-IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI an7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted dtherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins sled per BCSI sections B3, 67 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint- Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildintii�Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the
truss in conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this rawing or cover page
listing this drawing, indicates acceptance of professiona engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
For more information see this iob's aeneral notes aaae and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.o ; SBCA: www.sbcindu .com; [CC: www.iocsafe.or
Jab Number: 36CS00048 Ply: 1 SEQN: 668233 / T19 / EJAC I
4EBB 1828-Cali "C" /DR Horton MEBB 1828-Cali "C" Qty: 14 FROM: AH DRW.
Truss Label: Lit Wgt: 23.8Ibs / ... 09/10/2018
SEAT PLATE REQ.
!� 1, A_
I`
7
_I
7,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in foe L/defl L/#
Loc R i U / Rw / Rh / RL / W
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): NA
B 336 1 117 / 259 / - / 173 / 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
D 127 120 / 101 / - 1- / 1.5
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.014 D -
C 171 1 133 / 91 1- l- 11.5
Des Ld: 37.00
EXP: C
HORZ(TL): 0.025 D
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
Code / Misc Criteria
Creep Factor. 2.0
P
B Min Brg Width Req = 1.5
Sofft: 2.d0
TCDL: 4.2 psf
BCDL: 5.0 sf
P
Bldg Code: FBC 2017 RES
Max TC CSI: 0.496
D Min Brg Width Req = -
=
i
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h12
TPI Std: 2014
Max BC CSI: 0.368
C Min Brg Width Req -
Bearing B a rigid surface.
Spacing: 24.01"
C&C Dist a: 3.00 ft
Re Factors Used: Yes
P
Max Web CSI: 0.000
Bearing B requires a seat plate.
r
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(0)
Mfg Specified Camber:
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 27 0 B-C 77 -151
Top chord 2x4 SP #1
Bet chord 2x4 SP #1
�
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp.
Member design based on both MWFRS and C&C.
B - D 0 0
'.SeR AU;
400165OFIa6E1E10899A91YF BD89SSF7
'This, drawing has been electron@Oy,signed and seated by
Manuel Manner, P.E iFt. tic. 947102) on the date,shovin
above using a SHA-1 authentication code..
Piloted copies;;ot `thls Aowntecd ate nukconsidered signed
and seated and the SHA•1 authmticaiioncode must be
verdied on any electrooic coiilm
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Componenf Safety Information, by TPI an r7 SBCA) or safety practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted oyherw!se,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheTrigid�ce!I!n Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or p10,
as applicable.) Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. (2efer to
drawings 16OA-Z for standard plate positions.
Alpine, a division of ITW Buildin�LComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling shipping, installation and bracing of tlusses.A seal on this drawing or cover page_
listing this drawing indicates acceptance of professronat engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For rrwre information see this'ovs general notes page and these web sites: ALPINE: www.ai ineitw.com: TPI: www. inst.o • SBCA: www.sbcindu .com; ICC: www.iccsafe.o
A
Job Number: 36CS00048 Ply: 1 SEQN: 668234 / T16 / JACK
4EBB 1828-Cali "C" /DR Horton MEBB 1828-Cali "C" City: 4 FROM: AH DRW:
Truss Label: BJ5 Wgt: 16.8 Ibs / ... 09/1012018
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 2.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #1
Dot chord 2x4 SP #1
T %
SEAT PLATE REQ.
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Member design based on both MWFRS and C&C.
C
r�
co
O
CV
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Pf. NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.007 D -
HORZ(TL): 0.008 D -
Code / Misc Criteria
Creep Facto 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.309
TPI Std: 2014
Max BC CSI: 0.182
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)110(0)
Mfg Specified Camber:
Plate Type(s):
WAVE
VIEW Ver: 17.02.02.1208.15
40016SOF 116E 1E W899A911F OD895S F7
"This drawing has been elecuoaica0y,signed and sealed by
Manuel Manineg P.&E: ifl. }It. A471k) on the date sdown
a6ove.usiog a SHA-iaut>tenti[atiorc.code.
Ptimed�wDies„or iMi%;dowinem[aie ,not:[o�idered's!yned
`and seared and, the SHA-1 roust be
ve[died adany electronic coptef.
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL
I
B 263 196 / 208 1- 1 129 18.0
D 90 113 170 /- !-
/1.5
C 119 /93 /62 /- /-
/1.5
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Camp.
A-B 27 0 B-C �
53 -120
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
I
B-D 0 0
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
uire extreme care in fabricatingg handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, bVV TPI ancl'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly,
Tid ceilingg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
e. Apply lates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. fiefer to
60A-Z for s�andard plate positions.
a division of
failure to build the
g or cover page
rn. The suitability
Job Number: 36CS00048
4E66 1828-Cali -C"/DR Horton MEBB 1828-Cali "C"
Truss Label: BJ3
T
SEAT PLATE REQ.
Ply: 1
Qty: 4
Wgt: 12.6 Ibs
103
SEQN: 668235 / T17 / JACK
FROM:AH DRW.
10'2"11
M
O to
C4
8r8,.
09/10/2018
3'
3'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.60
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in too Udefl U#
LOG R / U I Rw / Rh / RL
I W
TCDL: 7.0,0
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
B 193 / 76 / 162 / - / 86
/ 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
D 51 16 / 41 / - ! -
/ 1.5
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.003 D -
C 64 151 / 30 / - /-
/ 1.5
Des
EXP: C
HORZ L 0.003 D - -
)
Wind reactions based on MWFRS
CLLd: 10.00
00
Noffit:
Mean Height: 15.00 ft
9
Code / Misc Criteria
CreepFactor. 2.0
B Min Brg Width Req = 1.5
2.
Soffit: 2.
TCDL: 4.2 psf
BCDL: 5.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.174
D Min Brg Width Req = -
I
Load Duration: 1.25
psf
P
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.072
C Min Brg Width Req =
Bearing B a rigid surface.
Spacing: 24.01"
P 9
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B requires a seat plate.
r p
Loc, from endwall: Any
FT/RT:20(0)/10 0
i )
Mfg Specified Camber:
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces Per
Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
Chords Tens.Comp. Chords
Tens. Comp_
Lumber
A-B 27 0 B-C
29 -105
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp.
Member design based on both MWFRS and C&C.
B - D 0 0
a division of
SERIALlr
40 016S OF 186E SE 10 89 9A 911F 81) 89 SS F7
'This, drawing has been electsanicaliy signed and sealed by
Manuel Martine:; P.E.-¢G,liu Arran an the date ihavia
,above using 4HA4authentication code..
Printed copies„of this:dawmem are "not;coasideredaigeed
and sealed ind the MA-1 authentkation. code must be
LerHied on any electronic copies.
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
I
fabricatingg hand shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
i, by TPI and'SBCA) toy safety practices prior to pertorming these functions. Installers shall provide temporary
d o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y
is shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 61D,
each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. (2efer to
plate positions.
nfLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
ilrfPI 1, or for handling shipping, installation and bracing of tivsses.A seal on this drawing or cover page
s acceptance of professional engineering responsibility solely for the design shown. The suitability
,r any structure is the responsibility of the building Designer per ANSIITPI 1 Sec.2.
feral notes Daae and these web sties: ALPINE: www.abineftw.com: TPI: www.minst.om, SBCA: vnvv✓.sbcindustmoam: [CC, www.iccsafe.
Y
Job Number: 36CS00048 Ply: 1 SEQN: 668236 / T18 / JACK
4EBB 1828-Cali "C" [DR Horton /4EBB 1828-Cali "C" Qty: 4 FROM: AH DRW:
Truss Label: BJ1 Wgt: 11.2 Ibs .. / ... 09/10/2018
12
6 � C
0
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: it
EXP. C
Des Ld: 37.00
Mean Height: 15.00It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 2.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP 91
Wind
Member design based on both MWFRS and C&C.
2X4(A1) B
� 9'2" 11
M
O to
co 8'811
SEAT PLATE REQ.
r
Snow Criteria (Pg,Pf in PSF)
DeflICSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.000 D -
HORZ(TL): 0.000 D - -
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.163
TPI Std: 2014
Max BC CSI: 0.015
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l0(0)
Mfg Specified Camber:,
Plate Type(s):
WAVE
VIEW Ver: 17.02.02.1208-15
.SERIAL'#
4001"OF 106E 1E 10 899A 911F OD 89 SS F7
'This,drawing; bas bem,eleasoni@pysipoed and;ualed by
Manuei Martinez, P.E.+'(FL:.Lio A47182) orctbe date shown
'above.usinga SHA4auMeadcat!ancode.:
Punted 'copiei. of tpli docuinern are swt:considered s yned
and seakd and. the sHd-1'autbentitatio0. code,. musi be
':aeciliefonany elecuoniccopies
, '
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 150 177 / 145 1- / 42 18.0
D 11 110 118 /- /- 11.5
C -14 /28 /25 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords, Tens. Comp.
A-B 27 0 B-C 28 -19
Maximum Bot Chord Forces Per Ply fibs)
Chords Tens.Comp.
B-D 0 0 1
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byV TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted olherwise,top chord shall have properly attached structural sheathing9 and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling shipping, installation and bracing of trusses.A seal on this drawing or cover page_ .
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is she responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Job Number: 36CS00048
Ply: 1
SEQN: 668237 / T21 / HIP_
4EBB 1828-Cali 'C"/DR Horton 14EBB 1828-Cali "C"
Qty: 2
FROM: AH
DRW.
Truss Label: CJ7
Wgt 42.0 Ibs
/ _.. 09/10/2018
i
6'3" 911011 _I
I
r
I
6'3" 37"
_
D
12
4.24 p :03X4 C
12'2"6
v
2X4(A1) B
E A
=5X6 F E
111�C4
SEAT PLATE REQ.
i
1 5" -�
6'1"4 3'2" 16"1y3
6'1"4 9'3"4 9'10 1
Loading Criteria
(psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B 330 1208 / - /- /- 110.6
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.015 G 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.041 G 999 180
E 385 11175 / - / 0 / 0 11.5
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.004 F - -
D 29 / 14 / - / - /- 11.5
Des Ld: 37.00
EXP: C
HORZ L 0.008 F - -
R )-
Wind reactions based on MWFRS
Code I Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 it
Creep Factor. 2.0
P
B Min Brg Width Req = 1.5
Soffit 2.00
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0241
'
E Min Brg Width Req = -
D Min Brg Width Req = -
Load Duration:
1.25
MWFRS Parallel Dist: 0 to h12
TPI Std: 2014
Max BC CSI: 0.326
Bearing B is a rigid surface.
i
Spacing: 24.0
"
C8C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CS 1: 0.26 6
Bearing B requires a seat plate.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Mfg Specified Camber:
GCpi: 0.18
Plate Type(s): ' :
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02.1208.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
C - D 55 -72
C
Top chord 2x4 SP #1
Bot chord 2x4ISP #1
-
30 -�
Webs 2x4 SP
Maximum Bot Chord Forces Per Ply (Ibs)
Special Loads
Chords Tens.Comp. Chords Tens. Camp.
-(Lumber Dur.Fac =125 / Plate Dur.Fac =1.25)
B - G 604 -290 F - E 0 0
TC: From 0 plf at A Al to 55 psf at 0.00
G - F 591 - 288
TC: From 2 pif at 0.00 to 2 psf at 9.84
BC: From 0 pif at -1.41 to 4 pif at 0.00
BC: From 2 pif at 0.00 to 2 psf at 9.84
Maximum Web Forces Per Ply (Ibs)
TC: -7 lb Conc. Load at 1.41
yy;flfilit3ilrj
Webs Tens.Comp. Webs Tens. Comp_
TC: 128 lb Conc. Load at 424
TC: 238 lb Conc. Load at 7.07ryy:r•,eAT`��dy.
T y+ ,� g� J .
G - C 286 -47 C - F 345 709
BC: 23 lb Conc_ Load at 1.41
BC: 103 lb Conc. Load at 4.24
BC: 179 lb Conc. Load at 7.07
+s`` ; i! ft,. 047 '02 : b+
Wind
�..-, � �;► �,
Wind loads and reactions based on MWFRS.
r g , dcc
TAT OF
.
SERIAL#
, 400165OF 186E 1E 10 89 9A 921E BD 89 55 F7
'This' dwAng,lws •been,erectignlsa0y;Ogfied and sealed: by
Manuel Marynerr'M (FL L u 94 102)'an the date,sdotin
above.using "k7laothetdication code.
Primetl`sopies,;of this":dowment,:bre'not;ioasidered signed
:autl sealed aml:^tbe SNA-i`aathemicetivacode:.must be
I
`verdted on any. eitctrooic coQtes.
.. .. ... _
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI an � SBCA) fr sa{ety practices prior to performing these functions. installers shall provide temporary
braci BCSI., Unless have and bottom chord shall have a
g per noted otherwise,top chord shall properly attached structural sheathing
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections
Apply to face truss the Join Details, unless noted otherwise.
proper y
B3, B7 or 10,
(2efer to
as applicable. I plates each of and position
drawings 160A-Z for standard
as shown above and on
plate positions.
Alpine, a division of ITW Buildincci�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
installation bracing trusses.A this drawing
truss in conformance with ANSI 1, or for handling shipping, and of seal on
listing this drawing indicates acceptance of profession engineering responsibility solely for the design shown.
this for is the the Building Designer ANSI/TPI 1 Sec.2.
or cover page, ,
The suitability
and use of drawing any structure responsibility of per
For more information see this IoVs creneral notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www. inst.o ' SBCA www.sbcindu .com' IM www.iccsafe.org
Gable Stud Reinforcement Detail
ASCE 7-101 160 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Orr 140 mph Wind Speed, 15' Mean Height, Ptirtlally Enclosed, Exposure C, Kzt = UO
Gri 140 mph Wind Speed,=15' Mean Height, Enclosed, Exposure P, Kzt = 1,00
-- - - Or, 120-mah-Wind -Soeed.-15'-Mean-Heloht: Partially-Enclosed7-Exoasure-D,-Kzt-= 1.00 -- - --
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace r
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace ire,
(1) 2x6 'L' Brace X
(2) 2x6 'L' Brace KIN
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
U
r
S P f
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
e' I'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' U'
Stud
3' 8'
5' 9'
6' 1'
T 8'
T L1'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
HP
Standard
3' B'
4' 11'
5' 3'
6' 7'
7' V
8' Il'
9' 6'
10' 4'
it, 1'
14' 0'
14' 0'
n%
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' e'
12' 4'
12, 9'
14' 0'
14' 0'
-J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12, 21.
12' 8'
14' 0'
l4' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
t0' 11'
Ill 8'
14' 0'
14' 0'
D F L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' e'
10, 4'
13' 1'
14' 0'
U
r
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
Ill 0'
13' IL'
14' 0'
14' 0'
14' 0'
i
U
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, SO'
13' 9'
14' 0'
14' 0'
14' 0'
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
H F
Standard
4' 2'
6' 1'
6' 5'
8' 1'
1 8' 8'
10, 5'
10' 10'
12' 8'
13' 7'
14' 0'
14' 0'
QJ
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' 8'
It, 1'
14' 0'
14' 0'
14' 0'
14 0'
S P
#2
4' 5'
7' 6'
7' 9' '
8' 10'
9' 3'
10' 7'
ill 0'
13' Ill
14' 0'
14' 0'
14' 0'
01
D F L
#3
4' 4'
6' 5'
6' 10'
e' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' U'
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
t0' 2'
to, 10,
11' 10,
12' 7'
14' 0'
1 14' 0'
Q
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' t'
14' 0'
14' 0'
14' 0'
14' 0' .
d
L3
U
O
S P F
L 1 F
1 1
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
Ill 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1.
5' 1'
B' 5'
e' 8'
9' it,
10' 3'
Ill 9'
12' 3'
14' 0'
14' 0'
14' 0'
t4 ' V
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
:—+
U F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
Ill 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
able Truss
d
Diagonal brace option,
vertical length may be
T
doubled when diagonal
18'
Xbrace
Is used. Connect
L
I
diagonal brace for 60011
'L'
-fl-
at each end. Max web14
Brace
total length Is 141.
31(3Y
2x6 DF-L #2 or
better diagonal
T
1
Vertical length shown
bracei single
8,
X
In table above.
or double cut
45'
(as shown) at
upper end
Connect tlingonnl nt •. • • • i(N\••., --"'ftii '
mid oint of verticat web, Refer to chart above for (R g
waVARNDIfdww READ AND Fl1LOALL
L ?U=.GN THIS DRAVIISH
wwDlPlrlTA)TTwe FLRUM THIS MAVING TO ALL CDNTRACI'M DMUDIN TIE INSTALLERS. e' �GEA�S,. �
Trusses require extreme core in fabrkating, handling, •chipping, installing and brodr,g ReFer^to and 4 '4 C'
follow the latest edition of BUT (Building Component Safety Infamaticn, by TPI and SSCA) farl..safety '
proaticrc prior to performing theca fumttons. Install— ch.0 provide temparary bradng per PCSL Tk+
Unless tested otherwise, top chord shall have property attached structural sheotift and bottom chord
shall have o properly attached rigid ceiW,p. Locations sham For pernnnent lateral restraint.h ac.
shall have bradmi; Installed per SCSI sections 43, 87 - RIO, as oappyp1,cable. Apply dates to wall Pace
of truss and ppaositlon as shown above and on the
Joint Details,
wlecs noted otherwise.
Refer to drnwUDs 160A-Z far standard plate Posltbns. OF
Alpine, a dvWon of [TV Bolding components Group Inc shall not be resparslble Far any deviation from ' Yti
AN ITWCOMPANY skis draw o, any falture to build the truss In confornanm with ANSI/TPI 1. or far hvMlat9, shipping, so�4 ®fit Rf9 '
In6 stallation bradng of trusses. .� \\
A seal on this almeing or cover poor Usting this drawing, Y,dlcntes occeptw of professlmnl Qy / �q���(���r♦� \!
en{♦�,e'e'rt',0 ��Csa�yreSpanSibllLy a Belding shown Deslprer Per ANSLIPI I f thi drawInp133B
fr any stnx:tve L
Eafth City,
M nl Drive For more Information see this Job's general notes page aid these web ■ken '/s/adSHtRa�S;-F�lts�ll\\
EAnh City, MO 63045 ALPM, rew.alalneltw.com, TPI, www.toinst.orar SBCAl wwwsbc"ustrv.ot•a) = www)ccsaPe•Cra
Bracing Group Species and Grades,
Group AI
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard 0
2 Stud
#3 Stud #3 Standard
Dou Ins Fir -Larch Southern Pinexww
#3i 3
Stud Stud
Standard I Standard
Group BI
Hen -Fir
#1 & Btr
#1
Dou less FM -Larch Southern Plnewww
at #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
swFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values ma be used with thesegrades.
Gable Truss Detail Notes,
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plF over
continuous bearing (5 psf TC Dead Load).
Gable end supports toad from 4' 0' outlookers
with 2' 0' overhang, -or 12' plywood overhang.
Attach 'L' braces with lad (0,128'x3,0' min) malls.
)I( For 0) 'L' brace, space malls at 2' ox,
In 19' .end zones and 4' o.c. between zones.
)K)KFor (2) -L' braces. space nails at 3' O.C.
In 18' end zones and 6' o,c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Length No Splice
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
TOT, LD, 60 PSF
SPACING 24.0'
Gable Stud Reinforcement Detail
ASCE 7-10i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or+ 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr, 120 moh Wind Snppd. 20' Mean Helnht. Partinlly Fnclmcpd. Fxnncure n. lezt = I.00
S
2x4 Brace
Gable Vertical
Spacing Species I Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'LBrace x
(2) 2x4 'L' Bracer
(1) 2x6 'L' Brace is(2)
2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
-
S P F
#1 / #2
3' 8'
6. 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12, 0'
13, 9'
14' 0'
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7-
e' e'
9' 1'
ill 3'
11' 11'
13' 7'
14' 0'
F
Stud
3' 6'
5' 4'
5' 8-
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' 11'
13' 7'
14' 0'
Q
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13, 1'
14' 0'
01
#1
3' 10,
6' 4'
6' 7'
7' 6'
7' 9'
8' it,
9' 3'
11' 9'
1 12' 2'
13, 11'
14' 0'
#2
3' 8'
6' 1'
6' 6' 1
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
1 12' 0'
13' 9' 1
14' 0'
93
3' 7'
4' 10'
5' 2'
6' 5'
6' Ill
a, 9'
9' 1'
10' 1'
10' 10'
13' 8'
14' 0'
(U
1�
D f L
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10' 1'
10' 10'
13' 8'
14' 0'
d
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
8' 11'
9' 7'
12' 2'
13, 0'
U
_
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13' 3'
13' 9'
14' 0'
14' 0'
..�
_
S P rr
#3
4' 0'
6' 7'
7' 5'
8' 4'
8' 8'
9' Il'
10' 4'
13, 1'
13' 7'
14' 0'
14' 0'
U
H
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' e'
9' 11'
10' 4'
13, 1'
13' 7'
14' 0'
14' 0'
O
' I
Standard
4' 0'
5' 8'
6' 0'
7' 6'
8' 0'
9' 11'
10' 4'
11' 10'
12, 8'
14' 0'
14' 0'
S P
#1
4' 5'
7' 3'
7' 6'
1 8' 7'
B' 11'
10, 2'
10' 7'
13' 5'
1 13' 11'
14' 0'
14' 0'
#2
4' 2'
7' 2'
7' 5'
B' 5'
8' 9'
10' 1'
1 10' 6'
13' 3'
13' 9'
14' 0'
14' 0'
#3
4' 1'
5' IV
6' 4'
7' 11'
8' 5'
10' 0'
10' 5'
12, 5'
13' 3'
14' 0'
14' 0'
D F L
Stud
4' 1'
5' 11'
6' 4-
7' 11'
8' 5'
10, 0'
10, 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10' 2'
11' 0'
11' 9'
14' 0'
14' 0'
#1 / .#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10111
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
CS
U
S P F
u P
#3
4' 5'
1 7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
X
0
0114'
r+
t l
Standard
4' 5'
6' 6'
6' 11'
8' 8'
9' 3'
10, 11'
11' 5'
1 13' 7'
14' 0'
14' 0'
14' 0'
S P
ID F L
#1
4' 10'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
it, 8'
14' 0'
14' 0'
14' 0'
14' 0'
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' a,
11' 1'
11' 6'
0'
14' 0'
14' 0'
14' 0'
#3
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
—
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1'
1 8' 7'
10, 11'
11' 5'
12' 8'
1 13' 7'
14' 0'
14' 0'
Bracing Group Species and Gradesi
Group AI
S ruce-Plne-Flr Hem-Flr
#1 / #2 lStamd.rd #2 Stud
03 Stud #3 Standard
Doll tas Fir -Larch Southern Pfnewxw
#3 a3
Stud Stud
Standard Standard
Group BI
Hem -Fir
ai & Btr
a1
Doll has Fir -Lurch Southern Plnewww
CI #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
rrFor Ix4 So. Pine use only Irldustriat 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gabte Truss Detail Notesi
Wind Load deflection criterion Is L/240.
Provide uplift connections for 135 ptf over
continuous bearing (5 psf TC Dead Load).
Gable end. supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
abort! Attach 'L' braces with 10d (0.128'x3.0' min) malls.
able Truss 'AE For (1) 'L' bracer space malls at 2' o,c,
In IS' end zones and 4' o.c. between zones.
Diagonal brace option- )VI(For C2) 'L' braces, space naps at 3' o.c.
,-
at each end. Hex web Brace in 18' end zones and 6' o.c. between zones.
vertical length may be
doubled when diagonal 18' 'L' bracing must be a minimum of 80X of web
brace is used. Connect L member length.
diagonal brace for 690#Il
Gable Vertical Plate Sizes
�
total length is 14', ilf ilf _ Vertical Lennth Na EI:Ee
i 2x6 DF-L #2 or r Less than 4_0' 2X4
better diagonal I Greater than 4' 0', but 4X4
Vertical length shown brace) single B. less than t2' 0'
In table above. or double cut
45' (as shown) at L 1lrl
• Refer to common truss design for
upper end, R peak, splice, and he plates.
ontinuous Bearing Refer to the Building Designer for conditions
Connect diagona at t1h 11l1111I not addressed by this detail.
mid Dint of verticat web. Refer to chart above for max %t%� a r%t% length,
•wVARNMFd•w READ are fmtgv ALL NOTES a THIS nRAvnwg �.�` ,A` REF ASCE7-10-GABI6030
•wDWORTANT•w FURNISH TM DRAVM TO ALL CONTRACTORS INCLUDING THE INSTALLERS �� �,
Trusses rwqulre extreme core 4) fobrbating, h—dlbg, shipping, Installing and bracing. Refer to And q�; �y
fpltow th¢ latest edition of BCSI (BuBd:ng Conpoment Safety infornntlon, by TPI and SBCA) far safety ` i �v& ��� DATE 10/01/14
pr tikes prior to performing these functions. LKtnllers sMll provide temporary brad per BCS1 Z`�
Unless noted otherwise, top chord shall have properly attached structwat sheathing and bottom chord ., No DRWG A16030ENC101014
shall trove a properly attached rigid -ilmg. Locations shown for permanent lateral restraint of webs
��ff7711 (� shod have brnM9 Instaaed per SCSI sections B3, R7 or 810, as appucoble. Apply ;Antos to each fat¢ i'`
- --a � 18---. of-truss-aM-posltlon-ns-shorn-—
il``—� Refer to drawings 160A-Z for standard plate positions,
Alpine, a division of ITV Butttllrg components Group Inc. shall not he responsible for any deviation from A7E OF
AN ITWCnMPAH1Y this drawing, any fmlwe to bWld the truss 1, canf-nonce with ANSI/TPI 1, ar for hendUng, shipping, -O Q MAX. TOT, LD, 60 PSF
Installation L bracing of trusses. i� �.L 1 �(/ `
A seal on this drawing gs or cover page tmg this dr—ing, Indicates acceptance of prof essirnol , �-y
engineering 'esponsaNilty solely for the design shown. The suitability and use of this dro•Yq
for ony structure Is the respondbWty of the BUkft Designer per ANSI/TPI 1 Sae.2.
13389 Lakefront Drive �ijv "i t�,(sya•/A t+� Za
Eenh City,M063045 For more Information see this Job's general notes page and these web sites ' ¢¢ "-'f T�fpp tat
ALPINE, www.a(pineltw.com) TPIi ww.tphst.orgi SBCA, www.sbeindustrynrg) ICC, wwwdcesafeorg ¢fp !�pp��il�. MAX. SPACING 24,0'
x
Gable Detail
For Let -in Verticals Gable Truss Plate Sizes
Sa �j + If web has a scab brace, then webs Refer to appropriate Alpine gable detail for
`4 over 48' from Joint to Joint need minimum plate sizes for vertical studs.
-- - -to be - braced- with -'L' or IT'- braces.
Brace is 90% of member length, (E)Refer to Engineered truss design for peak,
splice, web, and heel plates.
Gable vertical length ®If gable vertical plates overlap, use a
t greater thnn 48' 'L' single pinte that covers the total area of
or 'T' brace required the overlapped plates to span the web,
scpb + Example, �X4
3�y�m .4
2X8
No
No 'L' or 'T'
brace required
In lieu of scab brace Gable
vertical length greater than
48' 'L' or 'T' brace required
IT
Reinfoi
Memk
Go
Tr
Provide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nails,
10d Common (0148'x 3.',min) Nails at 4' ac, plus
(4) nails in the top and bottom chords.
Toenalled Nailsl
10d Common (0148'x31,min) Toenails at 4' o c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A2003CENC101014, A2003CENDIM014, A2003OPED101014
See appropriate Alpine gable detail for maximum unrelnforced gable vertical length.
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Dr - IN End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Web Length Increase w/ 'T' Brace
Exampleh
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
L30x8'7'=11'2'
'T' Relnf.
'T'
Mbr. Size
Increase
2x4
30 '!.
2x6
20
0 lUi�\\i Ji
ANITWCOMPANY
133991akeGatOrive
EaM. City. MOMM
"WARNS W.0 AND FULUN All Mires ON THIS WAV
0301' RTANIws nWWH T= MV MG M ALL IXRIRACIIM INMtMM TIE INSTALLERS.
Trusses regWre extreme care h fobricathg, handling, shlpphg, Installing and braking, Refer to and
follor the Infest eatlon of ecst tguar►he Component Safety L�formatbn, Icy TPI and SBCN for safoty.�
pprractdces prior to performing these furlctlons. Instatters shall provide tempo rory brad r+g per RCSL
LlMess rated otherwlae, top chord shall have property attached structu-al ahenthing orxl bottam ehard
shall have a property attached rigid ceiling. Locations shown for permon¢nt internl restroht of webs
J or ID as . ess11cable.no Apply plates to each face
sf It have bradr�a installed per above
sections andon the
of Refer to and ppoosition as shorn above and on the Joint Retails, wless noted otherwise.
Refer to edrwwhps 1604-2 forstandardplate positions.
th1lpine, Fig, any Pa u�e to�buRd the M confornance rich AN8I/Te Smear for hnndwg
Installation t, bracing of trusses,
A seal an It" drawing or coverpape Usting tHs drarinp, Yhdentwo acceptance of profes�l
arpMrorkp solNy far the shown Trw sWtnmuty and use of tilde drawing
far arty strucbr�i la x regxmsbE!!y of tlx balding Desigerr par ANSI/iPi 1 S&C2.
For more Information see this Job's general notes page and those aeb hdtes.
ALPINE www.nl allrconl TPU ewhitphstar'gl SBCG maasbcYhdustryargl ICp wwNcccafe.
tyxhaaaa tz,¢
3 No d ilu �� �.
'ac
Pr
STAIF �y�L
3T
E�$
wmwsssssaa.c.......
.»-..•--.
A�
"`"*
MAX. TOT, LD. 60 PSF
REF LET -IN VERT
DATE 10/01/14
DRWG GBLLETIN1014
DUR, FAC, ANY
MAX, SPACING 24,0'
X Hip Frame Details -B Hip Frame
B y
2;
'R'
Lthed
Use this detail
ASCE 7-10, 180
for,
mph,
30'
Mean Hgt,
Partially
Enclosed,
Exp
C,
or
Hip Frame
Hip frame
- provided by truss manufacturer,
is designed to provide bracing for flat top
ASCE 7-10,
ASCE 7-05,
160
140
mph,
mph,
30'
30'
Mean Hgt,
Mean Hgt,
Partially
Partially
Enclosed,
Enclosed,
Exp
Cat
D,
II,
or
Exp C, or
chords of
hip frame system where indicated, Flat top
ASCE 7-02,
Residential,
140 mph,
Wind TC
30' Mean Hgt, Partially
DL=4,2 psf, Kzt=1,00
Enclosed,
Cat
II,
Exp C,
chords of stepped hip system must be So, Pine lumber,
Structur anels must be properly attached directly
To hia,.tfV�[�iFbwrlins,
VARNUQ- READ AND FOLLOW ALL NOTU ON THIS DRAVM '+ REF HIP FRAME
-MPMTMTM FUN191 TIES 1RAWMG TO ALL CONTRACTORS Mq.UBMG THE MSTALLERS. � �@' �GEN&
folic.stho latestst ¢mtlone of BCS[CHfabricating,
imrg C pon ntlSnPuty�In�fornnt t by bracing.
si"ecARefer soand f DATE 10/01/14
l&ries*s rgtees �d otherior to dseF top chtords shall I+nvrpropeHy ottached structural sheotidnpnnnd baotton�chord _
hall have a properly attnchetl rlIagitl cMbno. Locatbns dwrn far permonant lateral
restrnht of sibs. = * DRWG HIPFR1801014
shall hove broUng hstnited Per B[SI sections B3, B7 or BIG, as Apdknbte. Apply Plotee to each Pace
d of —truss -and on the -Joint D.7.K., mess-noted-o rwise.- -- - - -- - — S+, A E-OF
Refer to drawings 160A-Z for standard plate pasltlons. Vi•
Alpine, a dlvtslon of ITV Buildino ConponenAs Group Ina shall not be responsible for any deviatlon from
AN IT'W ODMPANY this drowino, Any failure to buad the truss In conformance with ANSI/TPI 1, or for handUng, shipping,
instaltatlon L bracing of trusses.
A seal on this drawing or cover page Usti g this drawngg, Mcntes acceptance of professional
r ttyy solNy far tlx de shown. The sWta 211 and use of this drawng"A?' N
E00arth City, Lakefront
f Fare�inForna� seey this he B Rdno D notes page w Per NS theseSre6 sites l xf'fya � "'ALIw"�l\`\14
ALPINU wwwalpNeltw.conl TPB sww.tpMst*rgi SIM wrw.sbdndustry.,W ICO—.1-safeor0
X
Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
)KlK Attach each valley to every supporting truss with,
(2) 16d box (0.135' x 3.5') nails toe-nalted for
ASCE 7-10 160 mph, 30' Mean Height, Enclosed
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-10 140 mph. 30' Mean Height, Enclosed
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are ITW BCG Wave Plates,
3X4
12
12 Max, i-
2X4 X4
i 8-0-0 Max -�
04
20-0-0 C++>
Supporting trusses at 24' o.c, maximum spacing,
Unless specified otherwise -on engineer's sealed design, for vertical
valley webs taller than-7--9'-applY2x4- T reinforcement; 807 length of
web, same species and grade or better, attached with 10d box
(0.128' x 3.0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord -of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purtin spacing as specified on
Engineer's sealed design.
xxx Note that the purtin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Toe -Walled /
•a
X4V1,
QJF \t`9
� SQa
2x4 4X4
_�If
Square Cut Stubbed Valley ❑ptional Hip
Bottom Chord End Detail Joint Detail
(]
Q p�
APl I1�A/�%A'1P.,%11'
13369 Lakefront Drive
EanhCity,MO 63045
"WAMINGee REAM AM FM W ALL MrM off I= IiGvlri3
-DWMRTANTee FURNISH WAVING To ALL fJptrRncrots BYCli/®i6 TFE 1NsrALLERs
Trusses regNre extrane care In fobrkotig, handling, shippl, , InstdUng and bracing, Refer to and
folios the latest "Ien of BCit (Hindir,p Canp¢nent S¢Fety Infornatlen, by TPI and SBCAI far safety
practkso prior to perforNng these functions. In. Uers shall praNde temporary bracing is BCSL
UN not othar.lse, top chord shall have properly attached structwd heathIna nd bottan shard
sh U have properly ottachad Mold OUng. Locations ah.— for permanent laterol ro.tr¢Int of ,be
sh¢li h.- MacbN7 Installed per BCSI sectlons SO, 87 r BID, as anolkW W. Apply plotes to each face
oP truss ord pa Lanas shosn above and an the Joint Betolla, un eSs noted otheMse.
Refer to tlra.e,os I60A-Z for tv,dard plate Posttians.
Alpine, o dieWon of ITV Buil�r�g Conp—ts Groww Inc. shall not be rosponsible far any dewatien from
this dr¢.i+g any faaura to buR the truss In Far— .ith ANSI 1, or for handUrp, shlppl%
Installation t. bracing of trusses.
A seal on this d-ei,p or cw.r page Ustilg this draeing, Mcates acceptance of professional
6 ro�on �s1ty aolNy for the design sham The sultabuty and use of this dro i,p
far _y strucMre Is the ra porusalty of the But6+g Beslgrar per M6IRP1 1 Sec2.
For nore Infornation see this Job's general notes rwge and these .sb sites4ti'
ALPINE,tpiMe,con tl TPI, n..tpnstgrp, SBCN .se stry.arg, ICD .n.kaofe-9
��F- N164R,
a ;.
�� `�
.;` � NCOE1;4 , ��
t:-`
� � �
,
t1TF OF
.� �j� V-'
i� �',` ;; -N-
.�
TC LL 30
1C DL 20
BIC DL 10
_
�,, LL 0
TDT. LD. 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE 10/01/2014
DRWG VAL160101014
55
UR,FAC.1.25/1.33
1.15
1.15
SPACING 24,0'
Piggyback Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exposure C, Kzt=1,00
160 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Enclosed Bidg located anywhere In roof, Exp C, Wind DL= 5.0 sf (min), Kzt=1.0.
Or 140 mph wind, 30.00 ft Mean Mgt, ASCE 7-10, Enclosed Bldg, located anywhere In roof, Exp D, wind DL= 5A psf (min), Kzt=1.0,
Note, Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purlins. The building Engineer of Record shall
provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane toads over gable ends.
Maximum truss spacing Is 24' oz. detail Is not applicable If cap supports additional loads such as cupola, steeple, chimney or drag strut loads.
xx Refer to Enolneer's sealed truss design drawing for oloovback and base truss soeclflcations.
Detail A l Purlin Spacing. = 24' o,c, or less
12
Up to 12
,run apactng =
24' oz. max
Top Chord Scab (Typical Each End) Flat top chord purlins required at both
ends and at 24' max o.c. spacing In between,
Detail B , Purlin Spacing > 24' o,c,
P188YbnrJt cap truss slant nailed to nit top chord purlin
bracing with (2) 16d box nails (0135'x3.5') and secure top
chord with 2x4 k3 grade scab (1 side only at each end)
attached with 2 rows of 10d box nails (0,128'x3') at 4' oz.
Attach purlin bracing to the flat top chord
12
ii i using i a minimum of (2\box malls (0,135'x3.5').
Up to 12
4' 2' ® /\ \4'
2'
Purlin Spacing >
24' oc..max
Full
Top Chord Scab (Typical Each End) Chord Fiat top chord purlins required at
Depth both ends, purlin spacing > 24' o,c.
Note, If purlins or sheathing are not specified on the flat top of the base
truss, pur(ins must be Installed at 24' oz. max. and use Detail A. `)agfdtijjlj%j
MVM
-11CCIiTANT" F MVVM m °ALLL TIIRt AU7p.MMG TIE INSTALLERSeL '1,,•�`'A�t+ n
/S
Trussos require extreme care 1. Pobricatlrg, handUng, shipping, Instaaing and bL1c1,S Refer to and
follow the tatest edition of Best au2dno Component Safety hnformatke by TPI and SBCA) Por safety
hd,sc skerotM oth,rdsef tropic those
shall hevoe . ImUtters shall provLd ter,porary1' brac1M par BCSI. = S�
wr shall have a properly attachedord properly ottocMd structural sheathing and button -no ``
shall Mve bra rbkl Ce�g. Locations shown for permanent lateral nestrolnt of ebs
drg Installed per BCSI sections 63, R7 or BIB, as opplicablc. Apply plates to each face
of eruss_ard_ppoos, 16C us_shawn_andard plate thatJoint_Betols._unless_nottd-otherwise.
-` - _ — O - Refer to tlrnw4,ga 160A-Z for standard plate posltbns. -- ZIA),-
ImsUltaltion Alpine, a &Islon of ITV BLAdin components Group Ina shalt not be responsible for any deviatlan from + "'tjyAN (fWCOMPANY this drowing, any failure to build the truss In conformance with ANSVTPI 1, or for ha: ng, supping, % : A% ci1. bradng of trusses, m
A seal on this drawkV or cover page ltsti g this drawhg, Y,Acates acceptance of professional m �y yy iY.
enyhnwerY,g respor�Nty sdNy fr thr a4slp, slnwn. The su/toWlty and use of this draov 4f
for any atm+ctu`e hi Hr respo�Ity of the Buading Resigner per ANSVTPI L S—Z
133B9 Lakefront Orive for more Infornation see this job's general not,s and these web sites, Ill,
• F�nh City, MO6= ALPINE, ww►otpheltw.comi TPB wextphtorgSBCA, wr.sbc1nduustryorgl ICG wwwkesafeorg `'�f/Al F
ffuuuIIIO
Piggyback cap truss slant nalted to all top chord
purlin bracing with <2) 16d box nails (0.135'x3.5')
and secure top chord with 2x4 03 grade scab
(1 side only at each end) attached with
2 rows of 10d box nails (0.128'x3') at 4' oz.
Attach put -tin bracing to the flat top chord
using (2) 16d box nails (0,135'x3.5').
The top chord R3 grade 2x4 scab may be replaced
with either of the following, (1) 3X8 Trutox
plate attached with (8) 0.120'xl.375' nails, (4)
Into cap TC 6 (4) Into base truss TC or <V 28PB
wave piggyback plate plated to the piggyback
truss TC and attached to the base truss TC with
(4) 0.120'x1,375' nails. Note, Nailing thru holes of
wave plate Is acceptable.
x In addition, provide connection
with one of the following methods,
Trutox
Use 3X8 Trutox plates for 2x4 chord member, and
3X10 Trutox plates for 2x6 and larger chord
members. Attach to each face a 8' o.c. with (4)
0.120'xl.375' nails Into cap bottom chord and (4)
In base truss top chord. Trutox plates may be
staggered 4' oz. front to back faces.
APA Rated Gusset
B'x8'x7/16' <min) APA rated sheathingg ggussets
(each face). Attach @ 8' o.c, with (8) 6d common
C0.113'x2') nails per gusset, (4) In cap bottom
chord and (4) In base truss top chord. Gussets
may be staggered 4' oz. front to back faces.
2x4 Vertical Scabs
2x4 SPF 02, full chord depth scabs (each face),
Attach @ 8' o.c. with (6) IOd box nails (0,128'0')
Per scab, (3) In cap bottom chord and (3) In
base truss top chord, Scabs may be staggered
4' o.c. front to back faces.
28P13 Wave Plaavback Plate
One 28PB wave plgggyback plate to each face
@ 8' oz, Attach Eeeth to Igg back at time of
IF Attach to supl or Ing truss with
(0 0,120'x1,375' nails per face per ply.
Piggyback plates may be staggered 4 o.c, front
to back faces.
PACING 24,0'
REF PIGGYBACK
DATE 10/01/14
DRWG PB160101014
InV
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Cracked or Broken Member Repair Detail
Load Duration = 0%
This drawing specifies repairs for a truss with broken chord Member forces may be Increased for
or web member.
This design is valid only for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail.
(B) = Damaged area, 12' max length of damaged section
CU = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
secies as damaged member, Apply one scab per face.
Minpimum side member length(s) = (2XU + (B)
Scab member length (S) must be within the broken panel.
Nall into 2x4 members using two (2) rows at 4' o.c„ rows staggered.
Nall into 2x6 members using three 0) rows at 4' o,c„ rows staggered,
Nail using 10d box or gun nails (0.128'x3', min) Into each side member.
The maximum permitted lumber grade for use with this
detail is limited to Visual grade #1 and MSR grade 1650f,
This repair detail may be used for broken connector plate -at
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in toads.
s
L L
4' o,c
Typical f`
+ O + O + O + O
0 + O + O + O +
_.{ 2. (..-
Stagger
+ = Back Face 10d Box (0.128' x 3', min) Nailsl
O = Front Face 2x4 Member - Double Row Staggered
2x6 Member - Triple Row Staggered
Duration of Load
Maximum Member Axial Force
Member
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12'
620#
635#
730#
800#
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
4
975#
1055#
"1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36'
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
4
2975#
3045#
3505#
3835#
Web or Chord
2x6
4395#
4500#
5225#
5725#
Web or Chord
2x4
48'
3460#
3540#
4070#
4445#
Web or Chord
2x6 1
1 5165#
1 52804
1 6095#
1 6660#
s
L
Mln4tun B
L BlStance
�NINE ir ZN
Nail Spacing Detail
�a"
—WARNRQU READ AND FOLLGV ALL NOTES ON TIMES DRAVMQ
HUD"TANTo FIRMSH THIS BRAVING M ALL Cm7fMTGRS MCLMMG TW D(STALLERS.
��` ` - - - .f '+o
GENl\ ✓ ! +6s
U ''o
REF MEMBER REPAIR
DATE 10/Ol/14
Trusses requW ..trene in fnhrknthe, hadMG, sMpping, Instalft and bra Refer to and
folio. the latest edtlon of BCSI (Buldno ronponent Safety Informtbn, by TPI anddSSBCA) far fety
+`�
practices prior to perfornhI; theca functlans. Installers shoe provide temporary bran� s��
Unless noted other.1 top, chord shall have properly nttoched structural shentNng
chnll Fmve o properly nttoehetl rlpid celing. Locations sham for pernonent loterol restraint of ebs
cnnll hnv¢ brnWA Instnlloa par BC -St ssctWnc H3, B7 H74 as opolcnhly. APPLY Plnt¢s m ¢nch Pace
No.
DRWG REPCHRD1014
of-truss-ad-position-cs-shosn-obov¢-and-on-theJdnt-B¢misrunless-noted-otherels¢. -----
Refer to droeings 16BA-Z for Standard plate positions.
S E OF
1� !J
AN fi1H COMPANY
Alpine, a division of 1TV Bulld4ig Conponents Group Inc shall not be responsible for any d"QtIon Fran
tNs d-a.ino, any Padwe to bultl the truss In CaMFormnce with ANSf/TP1 1, or far hnndUna, sNpOv,
-0
r�1 . e
"�
��i
I sWLntlon L br..Ing of trusses.
A seal on tW drawing or cover page UstbV tNs drnerg. Mcntes nccepmnoe at Prof ...I.-1
engineeNflg rasponaU�llty solNy For the design sM.n The sultoblky and use of tbb dru.blo
O ♦ o
I63045
for any structure Ls the respons6Wty of iFro BuldMg Designer per ANSt/TP1 1 Seca
�''4A�.I�
Ea,th City, MO13389
ALPME r.: an `i°iPle: tahstboroi a n' note. � armor argleico : w c� f*a A
���tt`
SPACING 24,0' MAX
STANDARD BOTTOM CHORD FALSE FRAME DETAILS
4' 0. OC MAX. � LENGTH TOTRIM ILLER
f EXISTING FILLER
- SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL,
- USE #2 OR BETTER (1450f FOR MSR) MATERIAL FOR FALSE
FRAME CHORDS.
- USE #3 OR BETTER OR STUD (900f FOR MSR) MATERIAL FOR
FALSE FRAME WEBS,
- LOCATE VERTICALS AT 4'-0' D.C. MAX„ OR SEE NEXT OPTION,
- IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE
STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN
+ OR - 12' OF THE PANEL POINTS ALONG THE BOTTOM CHORD
(4' MAX, PANEL LENGTH).
APPLY REQUIRED BRACING (SEE BELOW).
- ❑PTIONAL PLANT SHELF MAY BE USED UP TO 24' MAX.
FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM
CHORD TRUSSES (OR FLAT BOTTOM CHORD SECTIONS OF A TRUSS),
XLATERAL BRACING IS NORMALLY REQUIRE➢ ON THE STRUCTURAL BOTTOM
CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE
NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND
LOADS, BEARING LOCATIONS, ETC, IT IS NOT POSSIBLE TO DEVELOP A
STANDARD FOR BRACING EXCEPT TO SAY THAT IN NO CASE MAY THE
BRACING EXCEED 10'-0' ❑.C, FOR A SINGLE -PLY TRUSS BOTTOM CHORD.
REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING
FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD
PURLIN SPACING), BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME
CHORD AT 10'-0' O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED
DIRECTLY TO THE FALSE FRAME CHORD, BRACING MATERIALS AND THEIR
CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER
THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD
LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24' D.C. MAX.
SPACING AND 1OPSF MAX, CEILING LOAD„ WITH THE EXCEPTIONS
NOTED ON THIS SHEET
1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIOP
2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS.
3, LOADS IN EXCESS OF 10PSF CONNECTED TO THE FALSE FRAME,
4. DRAG LOADS CONNECTED TO THE FALSE FRAME.
5. TOP CHORD APPLIED FALSE FRAMES,
6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL.
7, VERTICALS SPACED APART MORE THAN PANEL POINTS CIF>4'-0'),
8, FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS.
NOTE, FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED
WITH❑UT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES
NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING
LOAD CONDITIONS OR SUPPORT CONDITIONS, BRACING REQUIREMENTS MAY
I SHOP APPLIED
- USE AN ALPINE WAVE 20 GAUGE 3x4 MIN, PLATE AT HEEL CONNECTION,
USE ALPINE WAVE 20 GAUGE 2x4 MIN, PLATES AT EACH END OF EACH
VERTICAL WEB, ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT,
- IF NEEDED, A 2x4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH AN
ALPINE WAVE 3x4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR AN
ALPINE WAVE 5x5 MIN, PLATE AT ANY VERTICAL (JOINT SPLICE),
FIELD APPLIED
- PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. '
- CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE
FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ.
- JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3) 10d BOX
(0,128'x3') NAILS AT EACH END OF EACH VERTICAL, (12' MIN. VERTICAL BLO
- MAY USE A 12' LONG 7/16' PLYWOOD (OR OSB> GUSSET TO EACH FACE AND
8d NAILS (0.113x2,5') @ 3' D.C. AT THE FALSE FRAME HEEL JOINT IF
DESIRED.
- VERTICALS MAY BE JOINED BY (2) 3x6 TRULOX PLATES WITH (4) 11 GAUGE
(0.120') x1.375' NAILS INTO EACH MEMBER (ONE PLATE ON EACH FACE OF
TRUSS ATTACHED WITH 4 NAILS),
- IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH AN 18'
LONG MIN, BLOCK SCAB, CENTERED ON THE SPLICE J❑INT, ATTACHED WITH
(6) lOd BOX (0.128'x3') NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE
FACE ONLY),
MAWM
—DPfRTWt F naSS WVVM TO 1yLL�QCTPAClI SS NXIES ON TM
THE INSTALLERS.
Trusses regvbe ewtrene care In fabricating, handling, shlpp6lp instal and Brach . Refer to ran
fallow the !.test edwon of HCst (8u9(sng Conponent Safety in%rnneton, 6y TPt and 54BCN far safet
practices prior to perforning these Functions. Installers shall provide tenparory hrndnp per BCSL
tsc notad othewlse, top chard sMlt have properly nttach.d strucut7t shwa ran Batton dt
shall hmvt a property attndxd Hold ceiling. Locations whom for permanent lateral restraint of wei
d ��� shntl have W ci inntnaed aperm aloa sections the
Joint or Beta as WensmOlcAbte,no Apply µrates to eneh Pnc
of truss are po dttan all shoes RCSI oM on tint 37or 1110, , unless noted otheMse.
Refer to drnwhgs 160A-Z For stantlord plate positbm.
Alpine, a dvision of RV MAsing Components Group Inc shall not be respons9Ne for my devlhtlon f
AN RWCOMPANY this drnebg, any failure to WId the truss In conFornonce with ANSi/TPI 1, or for hnndung, shipping.
instnllatbn L bracing of trusses.
A seal on this dra bq or Dover page UsWg this drawing, indeates acceptance of professional
re shYlly solely for the design shown. The suitaWtty r use of this drawbg
13389 Lakefront Orive for�� Is fin responsWlLy of lino 0A*v Des7yler per ANSI/ipl 1 stca
Earth City, MO 63045 For nore Infornatlon see this Job's general notes page end these wtb sites
ALPINE, weealoineltecon, TPA ewetolnstoro, SMA, wew.sbctndustrvorgt ICd wewlccsafeorn
REF BC
DATE 10,
IDRWG REPBCFIL1014
SCAB 2X4 OVERHANG DETAIL
ASCE 7-05 120 mph wind, CAT II, EXP C, ASCE 7-10 160 mph wind, EXP C, Or 140 mph wind, EXP D,
30.00 ft mean hgt, located anywhere in roof, 30,00 ft Mean hgt, located anywhere in roof,
wind TC DL=4.2 psf, wind BC DL=6.0 psf, Kzt = 1,00, wind TC DL=4,2 psf, wind BC DL=6.0 psf, Kzt = 1,00,
Minimum 2X4 scab, same grade and species as top chord designated on
Engineer's sealed design and three times the overhang length. Attach
overhang scab to one face of top chord with 10d box C0,128'x3,0', min)
nails at 8' o,c. plus clusters of four nails where shown in figure below 00,
NOTE: #2 is the minimum Lumber grade allowed for all species.
N❑TEI Add 210# uplift (max,) to reported truss uplift for wall connections.
wwWMTANTo Sus nRAv�irx�u� ALL NUTMON TMS MA G n+sral.�ls. •�� �M .�.. ••��� -•,d, REF 2X4 SCAB ❑,H.
`i TOTAL TOP CHORD
Trusses require •.treat care In fabrlceting, handling, shipping, InstalUng and brnchg, Refer to and �. �rEi�i5'� � LOAD NOT TO DATE 10/01/14
fallow the latest edkbn IF
BC ®uRtling Conponent SnfeYy Infornation, by TPI and S A> for Safety s �, i� $ EXCEED 40 PSF
prnctic¢s prior to Yerforming these functions. lnstalt¢rs short provide tenparary bra ,g per BCSL
Unless Sated otlWer isr, tap chord shell have properly atta l d structural shentWng on batten chord �Q (DEAD PLUS LIVE) DRWG ❑HSCB2X41014
shall have a properly attached Aoki ceNln°. Locations shorn for pernonent tnterol restraint of webs
shall have bwUng installed per BCSL sections Bh J or BID, as applimuntessbte.no Apply ptatagotherwise.
to each face---
_ _ of truss and ppoositbn as shown above and on the Joint Betnls, urriiess noted otherwise.
Refer to drnrings 160A=Z for standar�li plot¢ pozltbns, A�.�
Alpbte; a dvtsion of ITV going Components Group Inc shop not be responsible for any devintbn from S
AN ITWCOMPANY tNs draa ng, any FaOure to build the truss in canfornance with ANSVTPI 1, or for handUng, sNpp4 g, .Q V
Installotbn 6 bracing of trusses.
A sent on this droana or cover page Usting this eirawing, butcates acceptance of professional �� 9® opt
englneerYg re y solely for the deslgn shorn The suitability and use of this dweing �� ,�`� DUR, FAC, 1,15/1,25
13389 for anY structure tfre responst0.kY of the MdIng Designer per ANSI/TK I Seca > p,a •`y, ♦�
Earth CtyeM063045 pIpINE�: r°rtldna � AOTPi¢is.Onss �°el s tyvr sbc°Inaaa t y BeICCrwrrJcc¢saf¢arg 4`A'�f/fp,,�Q'�7!�`�"�`"t'`!� SPACING 24'
0
t2 (2) 16d TOE NAILS
/ARIES OPTIONAL SCISSORS BOTTOM CORD
(2) 16d TOE NAILS
8-0-0 MAX. SPAN
TYPICAL END JACK (EJ)
N.T.S.
}
12 (4) 16d NAILS
VARIES See Connection Detail
i
\ OPTIONAL WEB CONFIGURATION
3X4
(4) 16d NAILS
See Connection Detail
111-3-12 MA�SPAN��[
i
I TYPICAL CORNER JACK (CJ)
N.T.S.
I
TYPICAL CORNER SET INSTALLATION
TYPICAL LADING (P.S.F.)
TILE: SHINGLES:
TOP LIVE LOAD:1 20 20 '
TOP DEAD LOADI 15 7
BOTTOM DEAD LbAD: 10 10
TOTAL• 9 45 37
STRESS ZINC. 1.25 1.25
WIND DESIGN: MM. 160 MPH PER
ASCE 7-10 MAYS 24- O.C.
"WARNING" Read & Fallow all notes on this drawing.
Furnish this drawing to all Pontractors including the installers.
- - EJ wa
End Jack (EJ) g
t a_ G�
3eveled Jack (BJ) 1 =
CONNECTION DETAIL
(BJ) m x
(2) 16d GUN NAILS
m FOR EACH LOCATION
SHOWN TOP & BOTTOM
�m�GJ 2x4 SYP Nailer 16" Long
6'-0" Top & 'Bottom use 16d
boa Nails 4" O.C. staggered
TYPICAL CORNER SET LAYOUT
N.T.S.
WEB CONFIGURATION
12
B VARIES (4) 16d NAILS
See Connection Detail
11-3-12 MAX. SPAN
TYPICAL SCISSORS CORNER JACK (CJ)
N.T.S.
e y,,ra�®Illllp/®
®®`� ®�GI MART�i��'i
No MANUEL MARTINEZ, P.E.
FLORIDA REGISTERED ENGINEER
LICENSE # PE 47182
STATE OF �U
O• s e
O R 1 O
0
�s®d ��O • •ti
BAIA/A9\�