HomeMy WebLinkAboutTruss102'8"
36'4" 65'0"
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. . . . . . 12'-0"
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. . . . . . . . . . . . 10 —4 CLG FIELD DROP
. . . . . . . . . . . FROM 11'-4"
. . . . . . . . . . . . . . . .
A3
. . . . . . . . . . . . . . . . . . . . . .
12'-0'
. . . . . . . . . . CLG
A2
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. . . . . . . . . . . . . C:) 4, 9' 'Z 22''1"
(0
13� 0" . . . . . . . . . . . . . . . .
10'-4"
CLG
+ + + 11'— 4" + +
+ + CLG + +
+ +
+7+
: +
1+
1
---------
---
A
z 112
APPROVED TRUSS ANCHOR BY BUILDER
SQUARE CUT OVERHANG
TYPICAL TRUSS END DETAIL
ALL WALLS SHOWN ON THIS LAYOUT
ARE TO BE LOAD BEARING
9l-4"
10'_0
11'-4"
12'-0"
14'-8"
161-81)
TRUSS BEARING HEIGHT SCHEDULE
"—HANGERS TO BE USED
(Simpson) or (Usp)
(Z) HUS26
0 HUS26
@ HGUS28-2
@THDH28-2
QH HHUS46
@THD46
C JUS24
A
. . . . .
. . .
. . . .. . .
. .
.. . . . . . .
I
J3
v
2'0
12'-0
KNEE WALLS
2, U,
CLG
BY BUILDER
/
J5
A7
1
14-4
J6
. . . . . .
—
CLG
CLG
J5
�2
NOTE:
J5
YOUR SIGNATURE WILL ACKNOWLEDGE:
A9
Lo
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AUTHORIZATION FOR FABRICATION.
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2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS,
A10 . . . .
. .
. . . . . .
cD
AND TRUSSES. TRUSSES WILL BE MADE IN
MV3
7
10'-4" CLG FIELD DROP
ii
�o
STRICT ACCORDANCE WITH THIS PLACEMENT
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Al"I . . .
FROM 11'-4"
+
3) RECEIPT AND USE OF 'BCSI—B1 Summary Sheet
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COMMENTARY and RECOMMENDATIONS for HANDLING,
MV5.
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. . .
. .
. . . . . . . . . . . . . .
12'-0"
7
+
+
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INSTALLING & BRACING METAL PLATE CONNECTED
MV7
. .
. . . . . . . CLG
+
+
GSti
WOOD TRUSSES' (TPI).
0"
4 + +
+
4) NO BACK CHARGES OR CRANE CHARGES OF ANY
C.)
CLG
CLG
CLG
KIND WILL BE ACCEPTED UNLESS SPECIFICALLY
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,
AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT.
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SIGNED
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TITLE
ICA
15—
. . . . . .
. . . .
. . .
. . .
2'0",
2' 0"
DATE
10'-0"
c:l
10'-0"
All spacing is 24" O.C., except as noted.
ao
CLG
. . . . .
CLG
. . .
CLG
10-0
11
J3
All walls shown are bearing, except as noted.
2
CLG
All volleys calculated with sheathing under.
Number of girder plies to be determined by engineering.
J3
DO NOT CUT OR ALTER TRUSSES W/o AUTHORIZATION FROM THIS OFFICE.
Labeling trusses is a service, not a requirement. Engineered
1�/_
drawings supercede labeling of trusses. It is the responsibility
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of the builder to utilize engineered drawings when erecting trusses.
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WARNING
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cc
ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DE.SIGNIR, PLATE MANUFACTURER,
NOR TRUSS FABRICATOR. POWs ERECTING TRUSSES ARE CAUTIONED TO SEEK
C-10
PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO
PREVENT TOPPLING AND DOMINOING DURING ERECTION. AND PERMANENT BRACING WHICH
MAY BORED"I&SPECIRC APPLICATIONS. SEE *BCSI-B1 Summary Sheet COMMENTARY
DECEIVED
and RE ENDA S for HANDLING INSTALLING & MaNG METAL PLATE CONNECTED
Wool "a SSES. (In). TRUSSES ARE To BE ERECTED AND FASTENED IN A STRAIGHT AND
PAW Posimat wNERE No SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY
AUG I
SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN.
M
M
c)
0✓
cq
TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT
13' 1"
1115
DAMAGE.
TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS.
12-0"
62' 10"
2' 0"
24'6"
E-TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE
o CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL
w/l/of
REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO
102'8"
4 HANGER IS SUPPLIED.
/,a
CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS.
1,41v jpl�/7 MWFRS(Envelope)/ASCE 7-1U(LOW Rise)
J L Exposure Category : C Bldg Category : 2 Wind Design Velocity := MPH
C19 Imp. Factor : 1.00 Wind Load Duration Factor : 1.60 Mom Roof Height : 16'
XP Brim N "y Struct Eng IMI 25% N. k9s Kq" Fort Pierce, FL 34951 (772) 464-4160
\�— IM5ICATES LEFT END R
�"01' P't? E
cooe C cc, Fi (/OF TRUSS I S
I
s1r. L.UC0'WPQAiVCe 0
C NOTE IN
1E 0 Ulvry S
80CTrusses shown on this layout are a component part of the building
C and show truss location. Proper erection, temporary and
I
permanent bracing design are the responsibility of the building
individual g-4160
design or his engineer Lateral bracing shown on t=h USS (772) 464
----- -- s'.SOUTHMN TR
truss drawings must be placed during the erection procedure.
COMPANIES, INC.
2590 N. Kings Highway Fort Pierce, FL 34951
JOB NO.: '164
LOT: 264 BLK: X
ADDRESS:Saint Lucie County, FL Sawgrass Mediterranean
SUBDIVISION: Meadowood 1/4"=1'-0" 1 06/22/19jr7H1__ I SuTo—filed—T
' w � n1Wj � un�gto
44 rma �pmw � 4 P ��m(( Pt9d� q E�°N8 p � ° t° -a `e(teelw�i
0'0 ,*Z 1V MIMS m Ps4 qq•:{PH o°Iti-i°y atq e000-accfoo°) S��IVb[��/110�
mryrod gmW Pw PI�M c a W°I®1 N P1®1 `m pW� p mmmWew�)�l °uw yid oesa
09 Po°'1 lnlol unwlxnW "Poo! P Pgigpqed.PIPu0-7 ,�°Iq uo s A 0 ea.leld :PO-1 ssna.l.
Pam , � IIINaaHlnos
' 4 PNn6u N kw WI4` �(1�10tl >tp��v9 �0� tl gyp°
C�^IMP°d�a.0 m cuwum+� imAcW �mwd.7?I;W4?I �I; �
'C3LYId:'Li� ONV 3 ° a
� P
LIB 'A—Y
c•a o P a
dB
d µi1
P3X i° X°e i° HNiWiH V 30 l511�W °xlorx°
`Typical E::"o�_Q�betcak [Diat.-all
[MINIMUM OF7AOE OF LUMj
Top Chord 2.4 SYP /2 or oll ChoN 2.4 SW /2 or ..
W.b. 2.4 SYP �7 or
REFER TO S00.t0 PEON FOR OASHED PLATES
SPACE Ploamwx WInms AT 4' Cc MAE.
10P ANO eRn glaRO BPUCE7 MUST 6E eTMOERED SO TMT ONE SPLICE
{9�N,,O�F,,OIREORY DYER AROMEIb
az� ww aaDi Toxr i°toH0R6 of s P°d& LID muss
REFER TO ENGWEkR'S SEALED DESIGN FOR REONRED PI R1N SPAONG.
7HIS� �D"Q�AIL 19 APPLICABLE FOR THE FOLLOWING WIND CONOERONS:
MPH WIND. 70' MEAN HOE. A9cE 7.10 CLosEO BLDO.
LOCATED ANYWIIFRE'IN ROOF, 1 ML FROM COW
1�aW ExP 0, We TO PW POP. WHO Go Dl. PSF
H� �7�0D'CMAEEANN Nor. IFBC20IC
W070'TC olr0 PSI: WING BC O<rEROE IPSFN
P8 FACE
U7E! AS UONf�A! BOOM FACES ARE Y BE OFSEr SPACED 4' 00 MAX
11A%F�L---
SPPIR
D
WEB BRACING CHART
WED LENGTH
REWIRED BRACING
0' TO 7'6'
NO BRACING
10 `r BRACE. SAME GRADE; SPECIES AS WEB
7'B' TO 10'
MEMBER, OR BETTER AND BOX LENGTH OF WEB
MEMBER. ATTACH WITH Bd NAILS AT V 0/C.
BRACE. SAME GRADE, SPECIES AS WE10'
rmz.:,,
TO 14'
OR BETTERAND BOX LENGTH OF W.
ATTACH WITH 1 Bd NAILS AT 4` O/C.
JOINT
SPANS UP' TO
TYPE
30'
34'
1 38'
52'
A
2x4
2.5x4
2.50
3x5
B
4x6
5x6
5x6
5x6
C
1.50
1.5x4
1.5x4
1.5x4.
D
5x4
5x5
5x5
5x8
2Typical B I I
�c
_C
B a-9PlR:E I
e I�� 4 1 _ C
C
—�I��V N�L'J■
*ATTACH PIGGYBACK WITH B'xBxt/2' COX PLYWOOD WITH 4—#5d NAILS IN EACH BOTH FACES O
IV Qr M' r-7 T
ml V. LapcInwM of h w
O.C. MAX.
Maximun Loading
55paf at 1.33 Duration Factor
50pof at 1.25 Duration Factor
47pof at 1.15 Duration Factor
I SPACING AT 24' O.C. I
SCAB -BRACE -DETAIL I ST - SCAB -BRACE
Note: Scab -Bracing to be used when continuous
lateral bracing at midpoint (or T-Brace) is
impractical.
Scab must coverfull length ofweb 0-6".
THIS DETAIL IS NOT.APLICABLE WHEN BRACING IS —
REQLJIRE➢A71/3•POINTS OR I-aRP CE IS•SPECIP(ID:
APPLY 2x SCAB TO ONE FACE OE WEB WITH
2 ROWS OF 110d'(3' X 0.131') NAILS SPACED S"O.C.
SCAB MUST BE THE SAME GRADE, SIZE AND
SPECIES (OR BETTER) AS THE WEB. ' '
�\ MAXIMUM WEB AXIAL FORCE = 2WO Ibs
MAXIMUM WEB LENGTH=-12-W
scAsaRace 2x4 MINIMUM WEB -SIZE -
MINIMUM WEB GRADE OF#3
Naffs� � Section Deta➢
®E— SrabBram
Web
Scab -Brace must be same species grade (or better) as web member.
L-BRACE DETAIL
i
Nailing Pattern .
L-Brace size
I Nab S'Ke .
Nag Sparing '-
1x4orli
10d
Wo.c.
2x4, 6, or
16d
8" D.C.
Note: Nail along entire length of L-Brace. '
(On Two-Ply's Naff to Both Flea)-• ; '
Nags
}
}
}
a SPACING
}
} a
L-BRACE
Nails \ � Section DetaD
�— L-Brain
Web
L-Brace must be same species grade (or better) as web member.-
Note: L-Bracing to be used when confinuous
lateral bracing is impractkal. L-brace
most cover 90.9A' of_
f web length: ' ^
L-Brace Size
far One-Pty Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or2x4
1.4
2�
US
—
2x8
2x8
—
— DIRECT SUBSTn LMON NOT APLIOABLE.
L-Brace Size
forTwo-Ply Thus
Specified Continuous
Raws of Lateral Bracing
WebSde
1
2
2x3 or2x4
2x4
2x6
;i
;;
2X8
2x8
— DIRECT SaBSTMYnON NOT APLICABLE
T-BRACE / I -BRACE DETML
Note: T-Bracing I I•Bradng to be used when continuous lateral bracing
is Impractical. T-Brace / I -Brace must cover 90% of web length.
Note: This detail NOT to be used to colWm t T-Brace / I -Brace
webs to continuous lateral braced webs.
Nailing Pattern
T-Brace sae
Nai]&L-
Nar1 Sparing
U4 or US
10d
6' o.c
2c4 or 2t6 or 2cs
16d
6' o.a
Note: Nos along entire length nf:T-Brace / I -Brace.
(On Two-PVs Nall to Both Plies) . .
Web Size"
2diar 2c4
2x6
Brace Sae
far One -Ply Truss
Specified Continuous
Rows of Uderel Bracing
1 2
tx4 (') T-Brace U4 V) I -Bracy
US (') T-Brace 2x61-Brace
Ddi T-Brace 2cs I -Brace
alternate position
Nails
Brace Sae
}
�`
for Two -Ply Truss
Specified Continuous
' t }
` L
Rows Lateral Bracing
11 � :
SPACING
Web Sae
1
2
,1
+ t�
• 2x3 or 2c4
2c4 T-Brace
2c4 I -Brace
`l
• WEB 1
'
2x6
2c6 T--Brace
f Brace
,"
�r
2s
2x8T-Brace
2di l-Brace
t
T-SRACE
Nails / Section 0etal
T-Brace
T . web .
alternate position
Nails T-Brace / 1-Brace must be same species and grade (or better) as web member.
(7 NOTE If SP webs are used In the Uuss,1x4 or 1x6 SP braces must be stress
Web I -Brace rated beards with design values that are equal to (or better) the truss web
design values.
For SP tnss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Bracdl B
Nests For SP truss lumber grades up to #1 with 1)C bracing material, use IND 55 for T-Bracefl Brace
1
6.OD 12 3x6= 6x5= Deed Load De0.=5116 irr
4x511 6 5 US
3x6 i
5 9
3x6 3x5
� 4 10
3 BNB 11
d
NOP2XSTP=
�STP=2x4 II 2 102x4 II
1 12 Qm
22 21 20 19 19, t7 16 1 13 d
4x5 = 2.4 11 NOP2X STP= 4.5 = 3xe = 3x6 = 3x4 II Sx5 = US —
US = 6x8 =
6x5 =
LOADING(psf)
SPACING-
21
CSL
OEFL In Qoc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO0.82
Vert(LL) -0.22 16.17 -999 240
MT20 244/190
TQDL %
Lumber DOI
1.25
BC 0.89
Vert(CT) -0.5316-17 >820 180
BOLL a',
Rep Stress Ina
YES
WB 0.85
Horz(CT) 0.06 12 We nla
BCDL 10.0
Code F13C2017/TP12014
Matrix -MS
Weight 3021b FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2 *Except'
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
T5: 2x4 SP M 31
BOT CHORD Rigid calling directly applied a Sa-2 oc bracing.
BOT CHORD 2x4 SP Nb.2 -Except
WEBS 1 Row at midpt 5-20. 7-19, 9-17
B4: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.1.8), 12=0-8-0 (min. I)A-14), 20=0.8-g (min. 037)
Max Hoa2=-257(LC 9)
Max Uplift2—=299(LC 5), 12---483(LC 9), 20=788(LC 8)
Max Grav2=388(LC 17),12=1596(LC 1), 20=2935(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-233/681, 3-4=278/1028, 4-5=-28211209, 5-6=523/226, 6-7=-4161219.
7.8=1029/420, 6-9=1102/375, 9.10=18941617, 10.11=20881589,11.12=-2626!/29
BOT CHORD 2-22---687/529, 21-22=6871529, 20-21=6871529, 19.20=-10021681, 18-19=01541,
17-18=01541,16-17=24111809,9.16=871634,'(2-14=-49012257
WEBS- 3.22-200285, 3-20=729/497, 5-20=-2448/691, 5.19=498/2001, 7-19=-1307/411,
7-17=1871728, 8.17=98/393, 9-17=1194/560, t146=540297,14-16=-4092065
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult--169mph (3•second gust) Vasd=124mph; TCDL-5.Opsf; BCDL=5.Opst•, h=16ft; CaL 8; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This lass has been designed for a 10.0 psf bottom chord live load nonconcurrent witlr any other live loads.
6) Provide mechanical connedon (by others) of truss to bearing plate capable of v40rstanding 100 lb uplift at)oint(s) except at -lb) 2=299,
12=483,20=788.
LOAD CASE(S) Standard
P 760
Sr F /2 \
ij//SS�NAI
I I 1
067
Dead Load Dell. = 511616
2x6 11
3.6 =
3.6=
6.00 12
6x5 = 6X5 = 9 10
8
3a5
US J
3x8 4
5
11
3x5 Q
4x54 q
3x8
3
W9
12 13
2.4 II
1
NOP2X STP=T
2 NOM STP=
2 al
Sa
11 2x4 II
1
20
U
18 1 15
23
US = 2x4 II
22
5.6 =
21 19
US= 3x8 = 31=
17
3x4 II 15.5 = 4. —
5x8 =
LOADING(psf) I SPACMG- 2-0-0 CSI. I OEFL. In (loc) Vdefl Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.20 18-19 >999 240 MT20 2441190
TCDL IN Lumber DOL 1.25 Be 0.92 Vart(CT) -0.5118-19 >999 160
BCLL 0.0 Rep Stress lnrx YES WB 0.87 Horz(CT) 0.12 14 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:31416 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.
2 *Except' TOP CHORD Structural wood sheathing directly applied or 3-4-13 cc pudins.
T6,T7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied a 2-2-0 cc bracing.
BOT CHORD 2x4 SP No2'Except' WEBS 1 Row at midpt 7-21, 7-19, 11-19
B4: 2x4 SP No.3, B3: 2x4 SP M 31
WEBS 2x4 SP No.3 *Except' ,
ME: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-&0 (min. 0.1-8), 14=0-8-0 (min. 0-2-6), 23=0-115 (min. 03-5)
Max Horz2=252(LC 9)
Max Upli02-193(LC 7), 14=-593(LC 9), 23=-762(LC 8)
Max Grav2=76(LC 17),14--2011(LC 1), 23--2799(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=-295/1102, 3.4=-1272/367, 43=1116/389, 5-6=18361663, &7=-15561562, .
7-8=-1952/676,&9=-17301643,9-10=1730/643,10-11=-20851634, 11.12=-29001885,
12-13=3095/857,13-14=-3538/971
BOT CHORD 2-23=8901388, 22-23=890/388, 21-22=25611083, 20.21=-31111864,19-20-31111864,
18-19=-479/2708,11-18=-101/657,16-17=1041281,14-16=715/3073
WEBS 3.23=-2626!795, 3-22=5a6/2293, 5-22=11201333, 5-21=811654, &21=125/441,
7-21=795/257, 7-19=-047/296, 9-19=-737I1218,11-19=1212/561, 13-18=-069274,
16.16=6142805
NOTES-
') Unbalanced roof We loads have been considered for this design.
2) Wind: ASCE 7.10: Vult-160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf; h=16% Car. 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates we
MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 ps( bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=193,
14=593, 23=762.
LOAD CASE(S) Standard
i P 760 �7
Dt pS,AT� Fq / � R
ij//SS ONAi I�NG\\\\
12
1
NC
2x4
Sx5 3x5 6x5 =
=
4x5 = NOP2%STP= 3x6 = 3xe = 4x6 = Us
3x4 // 3x5 = 3 II 6x8 =
5xB =
Dead Load Deft. -114 In
d
tx4 II
12
4x5 =
LOADING(pal) SPACING- 24)4) CSI. I DEFL In poc) Udell Lld I PLATES GRIP
TCLL 20.0 Plate, pDOL 1.26 TC 0.99 Vert(LL)-0.2015-16 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 SC 0.97 Vert(CT) -DAB 16.18 >999 180
BCLL 0.0 Rep Stress Incr YES Vital0'66 Horz(CT) 0.16 11 n1a n/a
BCDL 10.0 Code FBC201711PI2014 Matrix -MS Weight: 3161b FT=20%
LUMBER- BRACING -
TOP CHORD 20 SP No'2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No .2 •Except• BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing.
B4: 2x4 SP No.3 WEBS 1 Row at midpt 3-21. 6.18, 6.16, 8-16
WEBS 2x4 SP No.3•Except-
WB: 2x4 SP No.2 ,
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=041-0 (min. 0-1-8), 11=043-0 (min. 0-2-7), 21=0-8-0 (min. 03-8)
Max Hoag=234(LC 9)
Max Upl'd12=393(LC 16), 11=593(1-C 9). 21=690(LC 8)
Max Gmvl l=2087(LC 1), 21=2947(LC 1)
FORCES. (Ib) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-346/1534, 3-4=19581503, 4-5=21241584, 5-6=1806/561, 6-7=21251694,
7-8=24811709,8-9--31571882, 9.10=-3267I854,10.11=3713/976
BOT CHORD 2.21a-1276/433, 20-21=156/291,19-20=-156/291,18-19=-326/1663,17-18=236I2036,
16-17=23612036,15-16=462/2842, 8.15=127/600, 13.14=-581323, 11-13=72113230
WEBS 3-21=-3111/826,3-19=20511667,4-19=075A79,4-18=791345, 5.18=140/542,
6-18=67=53, 6-18=121/311, 7-16=-1431707, 8-16=1029/477, 13-15=-66512921,
10-1s=-0s7ns0
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vssd=124mph; TCDL=S.Opsf; BCDL=S.Opsh h=1611; Cat II; Er¢ C; End., GCp1=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=393. ,
11=593.21=690.
LOAD CASE(S) Standard
P 60
�b i e
'cF`��ORIDP: ����� .
ij//SS ONAi I�NG \\��
3
I
•
Dead Load Deb. =1141n
8.00 12
3.8 _
5.5 _
6
7
8
3x5
4z5 J
44 G
9
axe 9
4
3z5
8
346
34
10
11
NOP2X STP= 1
��j
2z4 II 2
0
NOP2X STP=
1
20 II
16
1j
t
�
27
20
19 78
17
112 13 a
NOP2X STP=
4x5 =
5z5 =
3zB =
2z4 I
US= 16
14
4z6 =
2z6 //
3x6 =
3x4 II
Sz8 =
Sx8 =
.
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(1) -0.19 16-17 >999 240 MT20 24VISO
TCOL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4416-17 -999 180
SCLL 0.0 Rep Stress Ina YES WB 0.81 Herz('t 0.14 12 Na r9a
BCDL 10.0 Code FBC2017/1PI2014 Matrix -MS Weight: 320 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 •Fxcept• BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
B4:2x4 SP No.3 WEBS 1 Row at midpt 7-20, 7-17, 9.17
WEBS 2x4 SP No.3'EXcapt•
W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=041.0 (min. 0.1-8), 12=0-8-0 (min. 0-2-7), 22=0.8-0 (min. 038)
Max Hor42=-215(LC 9)
Max Up1182--439(LC 18), 12=576(LC 9), 22--672(LC 8)
Max Gmv2=9(LC 9), 12=2081(LC 1). 22=2992(LC 1)
FORCES. Qb)-Max. CompJMax. Ten. -All forces 250(lb) or less except when shown.
TOP CHORD 23=-33211590, 3-4----1768/413, 45=-17491437, 5-6=-2091/532, 6.7=-17941523,
7-8=-2314M98, 8-9=-28561736, 9-10=-3129/836, 10.11=32441809, 11A2=37031939
BOT CHORD 2-22=13331416, 21-22 440=5, 20-21=288/1516, 19-20=35612285,18-19=35612285,
17-18=-35612285,16-17=-412/2807, 9.16=136/562,14-15=391344,12-14=68813222
WEBS 3.22=30131769, 3-21=27311985, 5-21=845/206, 520=1301514, 6-20=1181531,
7-20=9281297, 7-18=01458, 8.17=1951827, 9117=885/409,14-16=-653Y2892,
11-16=484I303
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1Sit CaL 11; Exp C; End., GCpl=0.18;
MWPRS (envelope); parch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 '
3) Provide ader♦uate drainage to prevem water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with my other five loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 2=439,
12=576,22=672.
LOAD CASE(S) Standard PN M • BL
0�i ��CENSF.\7Ff��!i
Rf�
K�j�1 1 760
-0 � SFATf,.
o�F 46jOR�lO
ONA I
I I 1
5.6 =
e
6.00 12 6x6 = 6x5 =
4
Sx7 G
3
NOP2X STP=
2K411 2 ' 1
1
21 20 19 I 18 17 16
US = 2x4 II NOP2X STP= 4x5 = 3x8 = 3x9 =
3x6 =
Sx5 =
Dead Load Deft. -114 in
bx5 4x6 =
7 2x4 It 7x12 MT20HS=
e 9 10
3531
1 2 x7 =v 2x4 = R
1 5 uy d
14 13 12 11
3x4 II US = 4x9 = 3.4 II
5x8 =
LOADING(psf) SPACING• 2-0-0 CSi. DEFL in (loc) Udell L!d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Veri(LL) -0.19 15-16 >999 240 MT20 2441190
TOOL 15.0 Lumber DOL 1.25 SC 0.98 Vert(CT) -0A715-16 >924 180 MT20HS 1871143
BCLL 0.0 Rep Stress Ina YES WB 1.00 Hoa(CT) 0.10 31 rda Na
BCDL 10.0 Code FBC2017frP12014 Mab1X-MS Weight: 350 lb FT=20%
LUMBER. BRACING -
TOP CHORD 2X4 SP No2 •Except' TOP CHORD Structural wood sheathing direr applied or 2-2-0 oc pur ins, except
.T4,T5: 2x4 SP M 31, T6: 2x6 SP No2 end verlicals.
SOT CHORD 2x4 SP No.2 •Except• BOT CHORD Rigid ceiling dlrectly applied or 2-2-0 oc bracing.
B4: 2x4 SP No.3 WEBS 1 Row at midpt 4-19. 5-18, 7-16, 8-12; 9-12. 10.12
WEBS 2x4 SP No.3'ExcepN
W15: 2x4 SP M 31, W14: 2x4 SP No.2
OTHERS 2x6 SP No.2'ExcepC
01: 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 19=0-8-0 (min. 0J-8),31=0-5-0 (min. 0.1-8)
Max Ho.2=415(LC 8)
Max Upll112=137(LC 25), 19=-894(LC 8), 31=727(LC 9)
Max Grav2=375(LC 17), 19=2960(LC 1), 31=2204(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 23=2041489, 3-4=370H 129, 4.5=3161181, 5.6=12651453, 6.7=1289/416,
7-8=23871713, 1i32=1721/561, 9.32=1727/661, 933=16601538, 3334=16601538,
34.35=16601638, 10-35---16601538
BOT CHORD 2-21=3891198, 20-21=3B61200, 19-2D=3861200,18-19=811/239, 17.18-1421323,
16.17=142/323, 15-16=67212199, 7-15=2081836,12-13=666/2220
WEBS 3-21=0/296, 3.19=784/386, 4-19=2499/764-18=465/1888, 5-18=-15481474,
5-16=239/942, 6-16=1131517, 7.16=-1475%22, 13-15=57712236, 8-15=201/263,
8-113=5211203, 8-24=8161326,12-24=-79(Y323, 12.25=12621571, 9-25=-12621571,
12-26=.wa2492, 10.26-776/2394,1031=23531760
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=1SOmph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf, h=16ft; Cat. 11: Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.4) All plates are MT20
ates unless otherwise Indicated.
ej This truss has Bearing atJciM(s) 31 (conen siders parallened for a l gran value uom n g ANSVTPI live land an le to t with forma fothormula. Building designer should verify cs
bearing surface. g grain 9 ^IY ��\CENg
7) Provide mechanical connection (by others) of truss to bearing plate capable of wIthsanding 100 lb upl'dt atJoint(s) except at -lb) 2i�7, / `
P 19-894, 31=727. / �6Q 1
8) Hanger(s) or other connection devloe(s) shall be provided sufficient to support concentrated load(s) 267lb down and 1461b 3-2,
. 267 lb down and 146 lb up at 43-6-2; and 267 lb down and 146 lb up at 45-8-2, and 267lb down and 146 lb up at 47. — The design/selection of such connection devices) Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied te the ace of the W ss are noted as from (F) or back (B). % -P ST F/� I� \
SOUTHERN
TRUSS
COMPANIES
' Southern Truss
Job Number.
J1900893
Customer.
GHO Homes
Name:
MW 264 Sawgrass
Address:
2590 N. Kings Hwy 3000 Bent Pine Drive
Fort Pierce, FL 34951 City, ST, ZJP:
(772) 464-4160 " Fax: (772) 318-0015 Fort Pierce, FL
3eneral Truss Engineering Criteria 8r Design Loads
Bulldmg Code and Chapter.
FBC2017(rP12014
CompuferProgmm Used:
MiTek Version: 8.23 Mar
Grdvly:
Gmviy:
45.0 psf ROOF TOTAL LOAD
N/A REVIEWED FOR
Wind
SulSt. ftgA
ydpE
160 mph from MWFRS(Envelope) ASCE 7-10 (Low Rise)
St. Luclef�C�.+��1�lN�l COMPLIANCE
Lucie
No.
M
Date
Tmss JD#
1
06=19
Al
2
06=19
A2
3
06/22119
A3
4
0622119
A4
5
06122/19
As
6
06=19
A6
7
06/22/19
A7
8
0622/19
' As
9
05=19
A9
10
0622/19
A10
11
06=19
All
12
06=19
Al2
13
0622/19
A13
14
06=19
A14
15
06=19
A15
16
06=19
A16
17
06=19
A17
18
06/Wl9
A18
r!pp a
- 06122J19
A19
1&17062N19
A20
22 06=19 A22
23 0622/19 Bi
24 06=19 B2
25 06122119 C1
26 0627/19 C2
27 0622/19 C3
This cover sheet is provided as per FIo'Yd$ StaTuTe 13TO - 1 03 in lieu of signing and
sealing each individual sheet. An Index sheet of the s is attached which is
numbered and with the indentlfication and date of each drawing.
Engineer of Truss Design Package �v
Brian M. Bleakly C ® Y
FL Reg. Eng. No. 76051
2590 N. Kings HighwayLE
Fort Pierce, FL 34951
Permittl
No.
Date
Truss 1D#
28
0=2119
C4
29
06=19
C5
30
06=19
c6
31
06/22/19
CJ2
32
06=19
W3
33
0622/19
cis
34
0622/19
GJ7
35
06=19
CRA
36
062N19
CJ7B
37
0622119
CJ64
38
0622/19
D1
39
06122/19
D2
40
06=19
D3
41
0622/19
D4
42
1 061=19
1 D5
43
0622/19
D6
44
0622/19
E1
45
0622119
E2
46
05=19
Jt
47
0622119
J1A
48
06=19
J3
49
06/22/19
J3A
50
0622119
J313
51
06=19
JS
52
0622/19
J5A
53
06/22119
J7
54
06/22/19
Re
No.
Date
Truss ID#
55
06=19
RG
56
0622119
J7T
57
06/22/19
J16
58
06122/19
J64
59
06122I9
J64A
60
06/Wl9
Kt
61
06/22/19WK262
06122/1963
06=1964
062211965
06=19'66
06=1967
0622J19
68
OaWl9
'MV7
69
0622119
MV56
70
Ofi27N9
V4
71
0622/19
V
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125
tlnifonn Loads (pit)
Vert 1-4=70, 43=70, 5E=70. 6-8=70, 8-10-70,15-28=20,11-14=20
Concentrated Loads Qb)
Vert: 32-227(8) 33=227(8) 34=227(B) 35=227(B)
Job Reference footioina
6.00 rC2 Us =2x4 11 5x5 =
4 5
5x6 4
3 ur
NOP2X STP=
2x4111�
22 21 20
45 = 2x4 II N0P2x STP=
axe =
3x8 =
19 18 17
US=Us= 7xs=
C 8.230 s Mar 62018MRek IndusWes; In4 Sat Jun 2211'.t6:112019 Page 1
iOcaYMtlFy76_2-nCzoo9z031bkbb7hlBwPnH7eg7wPFvBtIcJyM7z3NH
i 35-6-15 1 40410 I 455-14
4-11-3 4.8-12 5-1-4
Dead Load Deb. =114 M
3x6 J
4.6 =
5x7, 3x5= 5x12=
10 1 12 Iryp
12 3 14 12 ry
29 4
6 qq jq
14 13 W INY
fix8= 3.6= 3x4 II
16
3x4 It
B•11.4 1 13-" 1 21,2.7 1 26-2-7 I 35-1-0 I 404-10 1 45.5-14
Plate Offsets (),Y)--
[3:0.2-12,0.3-41. 1:030,0.2-01 [9:0-2-12,0.1-8], 110:0.3-10,Edge1, I12:03-8,030], [ 4:0-2- 2.0-1-81.115:0.2-12.0.2-8),111:04-0.0301, I23:0.2-3.0-1-01;
125.0-1-01
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL in Cot) Well Ud
PLATES GRIP
TCLL 20.a
Plate Grip DOL 1.25
TC 0.88
Vert(LL) -11.19 16-17 >999 240
MT20 2441190
TCDL -15:0
Lumber DOL 1:25
BC 0.68
Ved(CT) -0.4416-17 >879 180
BCLL a ' 0
Rep Stress Ina YES
WB 0.74
Horz(C'r) 0.06 29 n1a 01a
BCDL 10.0
Cade FBC2017/TPI2014
Matrix -MS
Welght321lb FT=209%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oe pudins, except
SOT CHORD 2x4 SP No.2 •Except and verticals.
B4: 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 60-0 to bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 7-19, 9.17
OTHERS 2x4 SP No.3 `Except
BU: 2x6 SP No.2
REACTIONS. (size) 2=030 (min. 0-1-8), 20=0.8.0 (min. D-2-13), 29=0.5.0 (min. 0.1.8)
Max Hmz2-449(LC 8)
Max UPI8I2--2S3(LC 5), 20=663(LC 8), 29--384(LC 9)
Max Grav2=583(LC 17), 20=2380(LC 1). 29=1298(LC 1)
FORCES. (lb) - Max CompJMax. Ten. -All forces 25B (Ib) or less except when shown.
TOP CHORD 2-3=-446/214, 3-0=16BI554, 45--1031465,"-1031465, 6-7=858/267,
7-8--10171385, 8-9=1017/374, 9-10=2519/760, 10.11=21681603, 11-12=1372/399
BOT CHORD 2-22=-446/324, 21.22=4501327, 20-21=-4501327,18.19=2651726, 77.18=265/726,
10-15=1488/536,14.15=-399/1372
WEBS 3-22=202J271, 3-20=-7301510, 5-2(1---0421275, 6.2(=13701339, 6-19=191/970,
7-19=-SW/208, 7-17=561313, 8.17=2061545, 9-17=997/446, 9.15=-087I1599,
15-17=34411250,11-15=-255/997,11-14=10141386,12.14=-03/1670,12-29=1306I386
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL-1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water pointing.
4) AB plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 par bottom chord live load nonconcumem with any other live loads.
6) Bearing at )oings) 29 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 to uplift at joint(s) except at -lb) 2=263, \\ /
20=663,29=384. ��\ \P.3A MB •'C(`
LOAD CASE(S) Standard
P' 760
Sr E
I 1
F
i ,Ct
�0 o q
�� 4c)RIOA
ij//c`S,S ZONAL
NAiVNG�
10
6-1'
13-0-0tA-4,0 203.3
274-14
26-
I3&2 5�
I 455-B5•i164
WI
�10-0-0
I26P0 1$
6-3-91-0
1-2.7
Dead Load Den. =114 in
3x6 =
3xs =a6 II
8 9 10
46 _
3x4 II
4x6 _
3x5 .
6x5 =
3x5 =
6x12 =
54 =
7
11 12
13
14
3x6 = 2x4 II
6.00 12
a
4 5
3x5
W1
d
3
11
p 11
4
NOP2X STP= T
31
2x411 2
9
5x7//
1fi
16
1
3x6 =
3.4 II `
24 . 23 22
21 20 19
18
4.5 =
2x4 II NOP2X STP=
3x5 = axe _ 702 =
30 II
3x6 _
3x8 =
LOADING(psf) SPACING- 2.0-0 CSL DEFL. In (too) Well Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.18 18.19 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT)-0.4218-19 >922 180
BCLL 0.0 Rep Stress Ina YES WB 0.91 Hom(CT) 0.08 31 We n/a
BCOL 10.0 Code FBC20171TPI2014 Matrix -MS Welght3131b FT=20N
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6.3 oc puriins, except
BOT CHORD 2x4 SP No.2 *Except* and ver8cals.
B4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2.0 oc bracing.
WEBS 2x4 SP N0
.3 WEBS 1 Raw at midpt 7-21, 7.19,11-19
OTHERS 2x4 SP No.3 *Except*
BL1: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0 (min. 0-1-8). 22=041.0 (min. 0-2-7), 31=0-5.0 (min. 0.1.8) '
Max Horz2=466(1-C 8)
Max Upiift2t230(LC 8), 22=-550(LC 8), 31=410(LC 9)
Max Grav2=734(LC 17), 22=2086(LC 1), 31=1385(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25p (Ib) or less except when shown.
TOP CHORD 2-3=-7731188, 6.7=1124/303, 7-8=12031383, 11-12=1925/556, 12-13=-1950/656,
13-14=1292/373, 8.9=10071375, 9-10>10161377, 10-11=12381360
BOT CHORD 2-24=-493/613, 23-24=-493/613, 22-23=4931613, 21-22=2711197, 20-21=359/929,
19.20--3591929, 16-17=373/1292
WEBS 3-24=0/277, 3-22=698/314, 5-22=-442J188, 6-22=11911287, 6-21-165/989,
7-21=5371168, 7-19=.341275, 9-19=-1111523, 11-19=-12951460,17-19=581/1924,
13-17=2621940, 13-16=1069M% 14-16=477/1663, 14.31=1390/412
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=5.0psf; h-16n; Cat. 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) Bearing atjolnt(s) 31 considers parallel to grain value using ANS11rP1 1 angle to grain formula. Building designer should verify capacity of
bearing surface. \ �/
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift st joints) except Ql=1b) 2--nQ \\ P\.j M.
22=550, 31=410.
LOAD CASE(S) Standard
Go
I A r I
-
//��SS
spedal
U
•
Dead Load Dell. = 5116 in
4x6 ,
2.4 ll 4x6 =
4x6 =
e
9 10
3x4 II
46 =
3x5 G
5 =
Us =
5x12 =
7
11 12
13
14
3x5 G
346 =
4x6 =
6.00 12
9x5 G q
6
3
We
I 10
1
20 ,h
I
5
,�-,j1111 NOP2X STP=
31 j
2x4 II 2
8
5x7 //
is
16 H I�
1
9x5 =
3.4 II 1
24
23 22
21 20
19
18
45 =
2.4 II
NOP2X SW=
3x5 = 3x6 _
7x10 =
3x4 II
.
Us =
3z5 —
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Qoc) Vde6 Lld PLATES GRIP
TOLL 2010 Plate Grip DOL 1.25 TC 0.92 Ved(LL) -0.23 18-19 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.6618-19 >690 180
BCLL 0.0 Rep Stress Ina YES WB 0.90 Horz(CT) 0.05 31 me We
BCDL 10.0 Code FBC2017fTP12014 Metdx-MS Weight: 303 lh FT-20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except
BOT CHORD 2x4 SP No.2 *Except- end verticals.
134: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1Row at midpt 11.19
OTHERS 2x4 SP No.3'ExcepN
81-1: 2x6 SP No.2
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 22=M-0 (min. 0-2-12), 31=0.5-0 (min. 0-1-0)
Max Horz2=451(LC 8)
Max Uplift2-176(LC 8), 22= 607(LC 8), 31=-385(LC 9)
Max Grav2=582(LC 17), 22=2315(LC 1), 31=1317(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-451170, 3-4-1461464, 4-5=165/512, 5-6=179/586, 6.7=-865/192, 7.8=11021317,
11-12-1727/484,12-13=1769/490,13-14=-12101344, 8-9-9641312, 9-10=-9681312,
10-1 1 —11281310
BOT CHORD 2-24=-3721331, 23-24=3721331, 22-23=-3721331, 21-22-512/40, 20.21-253/672,
19-20=2531672, 1&17=,W/1210
WEBS 3-24=01275, 3-22=-8941356, 6-22=17481502, &21=29211462, 7-21--7461232,
7-19=1151536, 9.19-41298, 11-19=1097/398,17-19=500/1702, 13-17=-2101804,
13-16-10071376,14-16=-44311569,14.31=-13221387
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust).Vasd=124mph; TCDL=5.0psh BCDL=S.Opsf; h=161t; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live Toed nonconcurrerd with any other live loads.
6) Be�aringg at�ancet(s) 31 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacityo\\`\N1 � B<
7) Provide mechanical cennec0on (by oOlers) ottruss to bearing plate capable of w(ihstanding 1001b uplift atjolnt(s) except Qt=1b) 2=17� �P
= 22=607, 31=385.
LOAD CASE(S) Standard / R Ht,760tk
`
1
-13
�OA� F�
///��ss �NAi `ENG���\\ .
ri
4.5 =
23 -- 21
2x4 II NO P2X STP=
3x6 =
6.5 =
4x8 MT20HS�
34 9
6 7
2x4 II 5x5 =
8 9 3x4 11
� 6x5= 10 2x4 II
20 1g 16
3x5 = 3x6 = 602 =
Dead Load DeO. -114In
4x6 =
5x12 =
13
I$
14
30 II
LOADING(pal) SPACING- 24F0 CSI. DEFL in (loc) gdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.67 Vert(LL) 0.20 2143 >820 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ve 1(CT)-0.4617-18 >841 180 MT20HS 1871143
BCLL 0.a Rep Stress Ina NO WS 0.99 Horz(CT) 0.06 30 We Na
SCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 301,Ib FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins, except
BOT CHORD 2x4 SP No.2 •Except• and verticals.
B4: 2x4 SP No.3, B2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5.11-15 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21, B-18, 9-18
OTHERS 2x4 SP No.3 •Except•
BL1: 2x6 SP No2
REACTIONS. (size) 2=048.0 (min. 0.1.8), 21-0-M (min. 0.2.8), 30=D•5.0 (min. 0-1.8)
Max Hom2--401(LC e)
Max Up==-403(LC 8), 21=1323(LC 8), 30=-439(LC 22)
Max Gmv2=860(LC 17), 21=3013(LC 1). 30=1291(LC 1)
FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown.
TOP CHORD 2.3=-1181/588, 3-31=536/830, 31-32=536/630, 4-32=536/630, 4.5=-579R71,
53=-916/482, 6-7=1101/512, 11-12=1405/477,12-13=1405/477, 7-8-10781515,
8-�-10711510, 9.10=-23481839, 10-11=2098R13
BOT CHORD 2-23=785/1030, 23-33=797/1062, 33.34=79711062, 34-36=797/1062, 22-35=797/1062,
21-22=79711062, 20-21=-663/509, 19.20=-460R53, 18-19=-460R53,10-16=7151345,
16-16=716/2084
WEBS 3-23=260R04, 3-21=•1736/1246, 5-21=1896R10, 5-2D=-508/1481, 6.20-816/393,
6-18= 325/840, 8.18=343/241, 9-18=5461243,16-18=-529/1334, 11-15=914/321,
12.15=3971226,13.15=567/1673, 9-16=-476/1393, 1330=-1299/441
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=1(ift Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater ponding.
4) All plates are MT20 plates unless othenNise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcemenl with any other live loads.
6) Bearing atjoint(s) 30 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity �
bearing surface. �N�\ \P.N jt/)
7) 21rovide mec=132, 30�9 I connection (by others) of W'ss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (It=1b) 2--
8) Hanger(s) or other connection device(s) shall be provided suf dent to support concentrated load(s)180 lb down and 2151b up a 0,
and 192 lb down and 223 lb up at 7-1-13, and 192 lb down and 223 Ib up at 9-1-13 on top chord, and 357 lb down end 23np•a 64r/0, R /�60 _
82lb down and 34 lb up at 7-1-13, and 82 lb down and 34 lb up at 9-1-13. and 252 It, down and 175 lb up at 11-1-13 on b rach rd! _
• The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or beck (a). T
LOAD CASE(S) Standard C1\` �Q F/? (U�\
Continued on page 2 ��'�F `.� ORI_D
ONAL
al
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced$ Lumber Increase=1.25, Plate Increase=1.25
Onifonn Loads (pll)
Vert: 13=70, 3-0=70, 4-7-70,11-13=70,17-27=20, 1416=20, 7-9=70, 9-11=70
Concentrated Loads Ob)
Vert: 3=-78(F) 23=259(F) 31=123(F) 32=123(F) 33=-69(F) 34=69(17) 35=252(F)
111b ITAISS JIMSS ype
MW2B4•Sexgreao A10 ..pedal 1 t
Job Reference o tional
ou STmae, FL Pierce, FL, 34851 Run: 8230 a Mar B 2018 8230 a Mar B 2018 A4Tek 1 es, rrc. Set Jun 2211:26Al2a18 Pa e 1
""dWFKK3H3Hu0BdOmYMdFy76 2-69mhrs79ulEOhMue4MIbULMgOZNw6MdRu0j2[xi1vC
660-0 13-0-3 20d-14 24F13 303-10 36S•14
6-0.0 I 743 7-0.11 I 4.1-15 I 541-12 I 6.2-4
Dead Load Dall.-5/1618
5x7= 2x411 5x5=
8.00 t2
NO axa= .,.o-
2x6 II 20 II 4x12 = 4x5 = 2.5 II
LOADING(psf) SPACING- 2' CSI. DEFL in Qoc) Well Lld
TCLL 20.0 Plate Grp DOL 1-TC 0.82 Vert(LL) -02013-14 >999 240
TCDL 15.0 Lumber DOL 125 BC 0.93 VOUCT) _06113.14 >848 180
BCLL 00 Rep Stress Ina YES Wa 0.99 Holz(CT) 0.12 23 We nla
BCDL 10.0 Code FBC20171TP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP Ne.2'EkcepY TOP CHORD
T4: 2x6 SP No.2
BOT CHORD 2x4 SP No.2 *Except' BOT CHORD
B3: 2x4 SP No.3 WEBS
WEBS 2x4 SP No.3'Except'
W12:2x4 SP M 31. W11: 2x4 SP No.2
OTHERS 2x6 SP No.2 '
REACTIONS. (size) 17=0-8-0 (min. D2-1), 23=0-5.0 (min. 0-1-8)
Max Hwz17=79(LC 8)
Max UpI R17=-447(LC 5). 23=751(LC 5)
Max Gmvl7=1742(LC 1), 23=2384(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=14191405, 2-3=-2072I651, 3-4=2072/651, 4-5=27931778, 5-6=28291783,
6.24=2420/682, 7-24=2425/682, 7-26=18581570, 25.26=-1B581570, 26.27=18581570,
8.27=1858/570,1-17-1687/471
BOT CHORD 16.16=364/1176,14-15=364/1176,13-14=628/2233, I OA 1=60311967
WEBS 2-16=-7681293,2-14=-4.10/1321,3.14=579/33%4.14=-2591176,4-13=-36711116,
6-13=2631173, 11-18=12441341, 6-18=12541344,11-13=-65412810,11-19=3571888,
7-19=330/804,10-20=1907/687, 7.20=19D7/687, 1D-21=84012742, 8.21=-8142658,
1-16=-36911471,8.23=25421805
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight 288 lb FT = 20
Structural wood sheathing directly applied or 2-2-0 oc purins, except
end vZoals.
Rigid calling directly applied or 2.2-D oc bracing.
1 Row at midpt 4-14. 6-11. 7-10, 8-101 1-17
NOTES-
1) Unbalanced roof live loads have been considered for this design. '
2) Wind: ASCE 7-1q Vuk=160mph (3secend gust) Vasd=124mph; TCDL=5.Opst; BCDL=5.Ops1; h=161ft; Cat IC Exp C; End., GCpk0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to preventwater pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
\\ /
0) Bearing atjokd(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer
should vedly capadlY
rin
7a Provde mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjolnt(s)
except Qt=1b) 7 =$g\, P�`�ENSF`
6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 267 lb down and 146 Ib up a 8-2 7 i
146 lb 3041.2, 267 lb down 146 lb up at 32.8-2, and 287 It, down and 146 lb up at 34.8-�wt9
267 lb down and up at and and
The designlseledion of such connection devide(s) Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face tithe truss am noted as front (F) or back (13).
TtJ-Ey1
LOAD CASE(S) Standard
tt` ST'9`E F
Continued on page 2
!g
%O�40RiT.1
////�ss/I�j
•
j j � 1�1NG�\\\��
11
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125
Uniform Loads (plo
Vet 1-2=70, 2-0=70, 4-i=70, 6-8- 70,13-17=-20, &12=20
Concentrated Load. (Ib) ,
Vet 24=227(F) 26=-227(F) 26=-227(F) 27=227(F)
60
I I1
8.so 12 6x5=
2
44
NO
2x4 11
W = 3x8 = 3x4 = bx5 =
2x6 II 6x6 =
Dead Load Deg. -11416
3x5 =
LOADING(psf) SPACING- 2-0.0 CSL DEFL In (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.17 13.14 -999 240 MT20 244/190
TCDL 15.0 Lumber D, 1.25 BC 0.83 Vert(CT)-0.4413-14 �989 180
BCLL 0.0 Rep Stress Ina YES WB 0.98 Horz(CT) 0.11 9 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight2231b FT=20%
LUMBER. BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid calling directly applied or 7-11-9 oc bracing.
B3: 2x4 SP No.3, 82: 2x4 SP M 31 WEBS 1 Row at midpt 3-16, 5-13
WEBS 2x4 SP No.3
REACTIONS. (size) 17=0-8-0 (min. 0.1-15), 9=0-B-0 (min. D-2-2)
Max Holz 17=339(LC 9)
Max Upliftl 7=-401 (LC 4), 9=470(LC 9)
Max Gmvl7=1643(LC 1), 9=1795(LC 1)
FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 (ib) or less except when shown.
TOP CHORD 1-2=-1076292, 2-3=9171282, 3-4-2115/837, 4.5=21151637, 5.6=2202I664,
6-7=-2564/691,7.8=-28721719, 8-9=-3088f/17, b17=16211408
BOT CHORD 16-17=561335, 15-16=37311859, 1415-37311859,13-14=-43712277, 9-11=-535/2676
WEBS 3-16=1401/476, 3-14=98/631, 5.14=400/207, 5-13=271200, 7-13=558/351,
11-13= 4922560,1-16=-368f1383, 6-13=108/678
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpi=0.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. .
4) All plates amMT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumerd with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except Qt=lb)17=401,
9=470.
LOAD CASE(S) Standard
P 60
� 7i
37A F/? //4k.�
S ONA81111100
1 ) 1
6.00 12
54 =
2.4
NO
5x4 =
3x4 =
3.4 = 3x6 = 2x4 II 5X/ _
2x4 II 4x9 = 2.4 II
Dead Load Od. -114 in
1 I�
3x5 =
LOADING(psl) SPACING- 2 ' CSI. DEFL. In goo) I/deg Ltd PLATES GRIP
TOLL 20.0 Plate Gdp DOL 1.25 TO 0.62 Vert(LL) 0.19 15-16 >999 240' MT20 244/190
TCDL 16'0 LumberDOL 1.25 SC 0.80 Vert(CT)-DA215.16 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.85 Hmz(CI) 0.13 10 We We
BCOL 10.0 Coda FBC2017lTPI2014 Matrix -MS Welghb2261b FT=20%
' LUMBER- BRACING.
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2A0-4 cc pudins, except
BOT CHORD 2x4 SP No.2 *Except' end verticals.
83: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing.
WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-15,2A9
REACTIONS. (size) 10=0.8-0 (min. 0-2-2), 19=0-8.0 (min. 0-1-16)
Max Hor419=-321(LC 9)
Max Upliftl0=-449(LC 9), 19=470(LC 4)
Max Grav10=1795(LC 1), 19=1643(LC 1)
FORCES. (Ib) - Max. CompJMaX Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=20011643, 3-4=26881860, 4-5=2688/860, 5-6=26181821, 6-7=-25941813,
741=-2509/732, 8-9=2523fl05,.9-10=.3135084
BOT CHORD 1 8-19-531567,17-18=-442=101, 16-17=-44212001, 15-16=-61112688, 6-15=356/212,
12-13=-60312729, 10-12=-60312729 -
WEBS 2-18=-59211921, 3-18=-10651485,3.16= 2811891,5-16=A281244,7-15=-380I1209,
7-13=-3031145,13-15--373/2137,9-13=-645/320,9.12=0/258,2-19=-1623/564
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=180mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.OpsF h=16R; Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atJoint(s) except at --lb) 40=449,
19=470.
LOAD CASE(S) Standard
r P 760
^� I
0
TYPICAL DETAIL @ CORNER.
- HIP
~ NOTE NDS=National Design Specifictions ALIAWABLE REACTION PER JOINT
for Wood Construction.
(Z) UP TO 2W - 2-16d NAILSS REO'0.
132.5# per Nail (D.0.1-Factor=1.00)
nds toe nails only have 0.83 of Q UP TO 394# = 3-16d NAILS READ.
'lateral Resistance Value.
Ji
12` 40 40 B®OVER r 40 A
aA 8 6 0
�
J3
O OA OA A OA OA
use 2-16d
_0 O
HIP GIRDER BC.H7 (HIP GIRDER)12.
W,,,toeail
Typical jack 45 —-------
attachment
use 3-1 ed
the
O
nail
TYPICAL CORNER LAYOUT
& �-16d 6 L
i
9- -
CORNER JACK GIRDER
i
I
Typical Hip jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - -- -
2-16d nails
-- ---
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
HC
- - - - - --
2-16d nails
-----
J7 TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
- - - -- -
2-16d nails
- - - - -
HIP JACK GIRDER (CJ7) TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
- - - - - --
2-16dnails
----
MINIMUM GRADE OF LUMBER LOADING (Psn SIR. INrn: oax
T.C. 2x4 SYP }2 L 0 FB=17
B.C. 2.4 SYP 2 TOP 20
WEBS 2x4 SYP No3 BOTTOM 00 10
SPACING 24• O.C.
SOUTHERN
TRUSS
PANIES
Fort Pierce Division
2590 N. Kings Highwoy,
Fort
(800)232-59(772)44-4160
Mt
Faz:(772)318-0016
Brian M. Bleakly Struct Eng #76051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
n
Dead Load Deft. =1141n
3x6=
5xB =
6.00 12 3x6 = 5x6 =
6 7 8 9
3xe Or
3x8 % 6 5
311 J
2x411 4 5 WS 10 3.6,1
3 11
d
2.4 II 2 1 8 4x5
1 12 214 11
25 2423 22 21 2 IIB 6 1. �3 I�
4x5 = 4x5 = 4x6 = 3x5 = axs = 3x5 = 10 11
18 17 15 14
3.4 II 3x6 = 5x5 11
294 It
6xl4 =
LOADINO(psf) SPACING-
2-0-0 CS 1. DEFL. In (loc) Udafl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL' 1.25 TC a'at Vert(LL) -0.27 23-25 -999 240 MT20 2441190
TCDL 15.0 Lumber D, 1.25 BC 0.97 Vert(CT) -0.5/ 23-25 >945 180
BCLL 0.0 Rep Stress Ina YES WB 0.93 Hom(CT) 0.16 14 n1a nla
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight319I1; Fr=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Excep? TOP CHORD Structural wood sheathing directly applied, except end verticals.
T3,TS,T4: 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP N0.2 •FxcepV WEBS 1 Row at midpt 6.25. 6.21, 8.19
B5: 2x4 SP No.3 JOINTS 1 Bruce at Jqs): 19
WEBS 2x4 SP No.3
OTHERS 2x4 SP Nc.3 `
REACTIONS. All bearings 5-5-0 except (It-length)14=Mechanimi.
(Ib)- Max Horz2=196(LC9)
Max Uplift All up5ft 100lb or less atjclnt(s) excopt 14=565(LC 9), 25=574(LC B), 2=150(LC 18)
Max Grav PJI reactions 250lb or less atjoinl(s) 2,2 except 14=2118(LC 1), 25=2626(LC 1), 25=2626(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2.3=1957765, 3-4=-89/617, 4s=77n62, 6-6=2210/562, 6-7=27051802,
7-8=-2705/802, 8-9=2592(/47, 9.10=3058MII, 10.11=2321/659, 11.12=-2556/639,
12-14=-20391599
BOT CHORD 2-25=611279, 24-25=-33711459, 23-24=337/1459, 22.23=.35811897, 21-22=.358I1697,
20-21=-52812705,19-20=-5282705,17-19=0/306,9-19=-99(/91
WEBS 3-25�3771274, 5-25=29091624, 6-23>2871192,-523>131/699, 6.21=-39411166,
8-21=-621/343, 8.19=366241, 10.19=151I559, 10.15=10411326,15-19=-4452268,
12-16=-3982131
NOTES•
1) Unbalanced root live loads have been considered far this design.
2) Wind: ASCE 7-10; Vui1= se160mph (3-cond gust) Vosd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=16ft; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10'0 psf bottom chord live load nonconcunard with any other live loads.
6) Refer to girder(s) for buss to buss connections. '
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565lb uplift at joint 14, 574lb uplift at joint 25,
150 lb uplift at joint 2 and 150 lb uplift at joint 2.
LOAD CASE(S) Standard
i P 60
f
S
F
-
/j//Ss
0
I
Dead Load Dell. =71161n
3z5 =
6.00 12
M= 3.5 = 3z6 = 3.4 II Sz9 =
6 6 7 6 T4 9 10
US ir
3z5
Us G T
5
3z6 C
34
W 4
17 12
NOP2X —
4x6 C
2x4 11 2
sm
0
13
1
d
19
j
23
21 20 —
18
2 I I4
Y
2x4 II
Sz6 WB= 3x5 =
ll°P
46 =
3x8 =
16 17
15
14
3.4 11 4.12 =
3z6 =
3x6 MT20HS I I
49 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL In (loc) Warn
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.95
Ved(LL) 0.30 19-20 >999
240
MT20 244I190
TCDL 15.0
Lumber DOL 1.25
BC 0.82
Vert(CT) -0.7319-20 >814
180
MT20HS 1871143
BCLL 0.0
Rep Stress Ina YES
WB 0.96
Horz(CT) 0.28 14 We
We
BCDL 10.0
Code FBC20171rP12014
Matrix -MS
Weight: 314 lb FT = 20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2'Excepe TOP CHORD Structural wood sheathing directly applied, except end verticals.
T5,T1,T6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied a 6-0-0 oc bracing.
GOT CHORD 2x4 SP No.2 *Except WEBS 1 Row at midpt
6.22, 8-19,10-17, 12-17
B1,B2: 2x4 SP M 31, B3: 2x4 SP No.3
WEBS 2x4 SP No.3 •Except•
W7,W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (stze) 2=0-8-0 (min. 0-2-0), 14=1viechanical
Max Horz2=166(LC 7)
Max Upii82- 560(LC 8), 14=512(LC 9)
Max Gmv2=2379(LC 1), 14=2229(LC 1)
FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 cab) or less except when shown.
TOP CHORD 2-3=-43521998, 3-0=-413311001, 4-5=-3701/947, 5-6=-3237/889, 6-7=3971I1050,
7-8=39711105(I, 8-9=-379511049, 310=378111047,10-11-2738f/88, 11-12=28681758,
=29 12-13021683, 13-14=-21671542
BOT CHORD 2-23=937/3800, 22-23=937/3800, 21-22=5431384$ 20.21=-943/3842.19-20=-95614023,
9-19=342/203, 16.17=536I2505,15.16=53612505
WEBS 4-23=0Y275, 4.22=-69M53, 5-22=24411238, 6-22-10561410, 6-20=-74/418,
8-19---4711215,17-19=-561I2940, 1D-19=72912745, 10-17=15181437, 12-15=-5241230,
13-15=53212602
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) ph (3- Vesd ph; TCDL=S.Opsf; BCDL=S.Opsf; h=1Sit; Cat. II; Exp C; End., GCpi=0.18;
c plategust)
MWFRS (envelope); Lumber �260
3) Provide adequate drainage to prevent water pending.
.
4) AD plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) or truss to hearing plate capable of withstanding 660lb uplift at Joint 2 and 612lb
uplift etjo\ M - gt14. �Q�,/�/./
P'�,\CEN64 ii
LOAD CASE(S) Standard
`t
�
R 60
4ORIDP�`�����.
Iq
I
sxe =
8.00 12 4�
3z54 // II
3x5= 3x5=34= 3x411
5 __ 5 8_
., 2e a o
2x4 II 3x5 = 4X6 = 3x5 = 3x5 =
18
3M II
5x9 =
9
15 14 13
4x9 = 3xG = 4x7 =
Dead Load De1L - 71161e
4x5.
11
12
5x5 II
LOADING(pal) SPACING- 2-0-0 CSI. DEFL In Qoc) Well LId I PLATES GRIP
TCLL 20,0 Plate Grip DOL 1.25 TO 0.97 Vert(LL) 0.38 18 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.8017-18 >745 180
BCLL -0.0 Rep Stresslnor YES WB 0.95 Horz(CT) 0.32 12 nfa We
BCDL 10.0 Code F13C2017fTP12014 Matrix -MS Weighb3111b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'ExcepY TOP CHORD Structural wood sheathing directly applied, except end verticals.
T2: 2x4 SP M 31 BOT CHORD Rigid cell ng directly applied or 2-2-0 oc bracing.
'BOT CHORD 2.4 SP No2 *Except' WEBS 1 Row at midpt B-17. 9-15
B3: 2x4 SP No.3, B2: 2x4 SP M 31
WEBS 2x4 SP No.3'ExcepC
W6,W5: W SP Not
OTHERS W SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-2.13),12=Mechanical
Max Horz2=146(LC 7)
Max Upli82- 571(LC 5), 12=,534(LC 4)
Max Gtav2=2379(LC 1), 12=2229(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-442411101, 3-0=3B81/1080, 45=4396I1278, 6-6=-473411356, 6.7=-045011303,
7-8=4450/1303, B-9=4439/1302, 9-10=29121846, 10-11=27871708,11-12-2164I560
BOT CHORD 2-22=-1023f3881, 21.22-1023/3881, 20.21=58113395, 19-20=88113395,
18.19-117414398,17-18=123514734, 8.17=-056/264, 14.16=-567/2413,
13-14=567/2413
WEBS 3-21=567/295,4-21=811461,419=5512H441; 5.19=8481410, 518=1841537,
6-17=-482fl83, 15.17=80512697, 9.17=815/2757, 9.15=10721389, 10-15=-1361283,
10.13-630/251, 11.13=574Q454
NOTES-
') Unbalanced roof live loads have been considered Pot this design.
2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsi; BCDL=5.Opsf; h=161k Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates ere MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
6) Refer to gi
r
der(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 571 lb uplift at joint 2 and 534 lb uplift at join12.
`
LOAD CASE(S) Standard.
% �g0
1,4ORIDP
Ili;ZONAL E\\\
f �'
NOI
Us =
7x8 MT20HS=
6.a0 12
5 8x8 =
3x64 9
2.4
\1
34
4x10 MT20HS=
Sxl4 =
Us = 3x6=3x4 II Us= 5.5=
7 9 __ 10
18 17
Sx4 II Sx9 = 3x6 =
3x5 =
Dead Load DetL - 518 In
I
LOADING(psf) SPACING- 2-0-0 CBL DEFL In (too) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.54 19-20 >989 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT)-1.0919-20 >548 180 MT20HS 1871143
SCLL 0.0 Rep Stress Ina YES WE 0.97 Hor4(CT) 0.39 14 me We
BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS Weight 306 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except and verlicais.
T3,T6,T1: 2x4 SP No.2 BOT CHORD Rigid caning directly applied or 6-2-15 oc bracing.
BOT CHORD 2x4 SP M 31 `Except' WEBS 1 Row at midpt 6-22, 7.22. 7-19,11-15, 12-14
B3: 2x4 SP No.3; B4,85: 2x4 SP No.2 2 Rows at 113 pis 10-17
WEBS 2x4 SP No.3-Excep? ,
W3,W7,W6: 2x4 SP No.2
OTHERS 2x4 SP N0.3
REACTIONS. (size) 2=0.8.0 (min. 0-2-0), 14=Mechanical
Max Horz2=153(LC 7)
Max UplfU=-M(LC 9), 14=7O%LC 9)
Max Grev2=2379(LC 1), 14=2229(LC 1)
FORCES. (Ib) -Max Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=4402/1174, 3-4=.4241/1183, 4-5=-422611210, 5.6=5488N716, 6.7=-0806/1469,
7.8=-5366/1782,8-9=536611782,9-10=-5332I1773, 10-11=-3086/1130,
11-12=2801/1011
BOT CHORD 2-23=92313860, 22-23=76413323, 21-22=-167115724, 20-21=1571/5724,
19.20-157115724,9.19=-416/241,16.17=-697/2506,15-16=-69712506,14-15=703/2267
WEBS 3.23=-4041302, 5-23=-259/662, 5.22=1219/3790, 6-22=27341952, 7.22--11921442,
7-20=01341, 7-19=-0221141, 17-19-1013/3693,1D-19=103213607, 10-17�3053/937,
11-17=-396H232,12-15=9a1424,12-14=2933/912
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psh BCDL=5.OpsF h=16fq Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads.
6)Refer to girder(s) fortmss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing Plata capable of withstanding 5771b uplift at joint and 7081b uplift et\\ler\\\PN M 8(,�//�j///
LOAD CASE(S) Standard�,�CEIVS��`���
% P 60
1 _
�- 1 A i
1 � j' F
.o 1,40RIDP
W
I
•
Dead Load Den. =131161n
1Ox10 MT20HS//
'
6.00 12
5 6X10 MT20HS=
3x8 G 3X8 =
5x6 MT20H5=
4x8 =
Sx7 =
2x4 6
B
10
34 T7
MQ
NDP2X2 5rP=
11
2X4 II
3.4 II
�
11 1
12
d
21 20
17 6
H
IN
19 10
.2 �cl
YY Il
3X5 = 4x6 = 2X4 II
4. — 6x16 =
16
15
14
13
3x4 II
4x12 =
5X6 =
5x6 =
8-94 1 174)•0 23.11.12 1 30-e-0 . 35A-7 I 40.8-14 49-8-14
Plate Offsets (X,Y)— [50.2.8,0.73],
117:0-6-12.Edee]
[6;0-0-4,Edge], j8:0-4-0,0-3.0], [9:0.2-12,0.1-8], [10:0-6-4,0-2.8], (11:0.2-0,0-1-8j, 13:Edge,O-3.0], [14:0.3.0,0-3.4), [1b:0.5.12,D-1-12),
f19:0.5-0,0-1.8] [22:0.23,0-1-01
LOADING(pst)
SPACING- 2.0-0
CSI.
DEFL In pox) Wall Lid
PLATES GRIP
TCLL 20:0
Plate Grip DOL 1.25
TO 0.99
Ved(LL) 0.76 18 >786 240
MT20 244/190
TCDL 15.0
LumberDOL 1.25
BC 0.91.
Vert(CT)-1A717-18 >405 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.94
Horz(CT) 0.45 13 r4a nla
BCDL 10.0
Cade FBC2017rrPI2014
Matrix -MS
Weight 296lb FT = 20 %
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end vedicals.
T5,T1: 2x4 SP Na2 00T CHORD Rigid calling directly applied or 6-5-12 cc bracing.
BOT CHORD 2X4 SP M 31 *Except' WEBS 1 Row at midpt 5-19, 6-19, 7-19, 9-15, 11-13
B3: 2X4 SP No.3, B4,85: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except' `
W3: 2x4 SP M 31, W7,W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.2-0), 13=Mechanlcal
MaX Herz2=153(LC 7)
MaX Upl182--577(LC 9). 13=709(LC 9)
Max Grav2=2379(LC 1), 13=2229(LC 1)
FORCES. (lb) -Max Comp./Max Ten. -All forces 25b (lb) or less except when shown.
TOP CHORD 2-3=4394I1180, 34=4140/1151, 4-5= 412311178, 5-6=740312292. 67=-643511940,
7-8=-6728Y2178,8.9=-6675/2163,9-10---342311218,10.11=2879/986
BOT CHORD 2-21=-86513854, 20.21=72613323, 19-20=72613323,18.19=2044f7184,
17-18=2044f71S4, 8-17=-363222, 14-16=700/2502,13-14=-663/2072
WEBS 3-21=4141304, 521=1851601, 5.19=1693/5301, 6.19=362411230, 7-19=976/380,
7-18=01290, 7-17=-524/135, 15-17=1111f3827; 9.17=120714155, 9-15=29581960,
10.15=-093/1511, 11-14=-161/597, 11-13=2805/924
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsb h=16ft Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. '
4) All plates are MT20 plates unless otherwise Indicated.
5) The Fabrication Tolerance at Joint 5 =16%
6) This truss
ss has been designed for a 10.0 pat bottom chord live load nonconcurrentwith any other live loads.
8) Refer to Provide neche ical con for truss ectlon (by others) of truss to bearing plate capable of withstanding 577 lb uplift at]olM 2 and 709 lb uplift at13.
LOAD CASE(S) Standard
760
F I
d
oT( F
q /Ili; zo
6.00 F12
3x5 G
NOP2X STP=
1�
4.5 =
ROOFSPECULL OIROFA
Job Reference (codonep
Rurc8.230a Mar92018PdOMYas e2019M1 x6o 3Mk(
ID:2gd W FKK3H3Hu0BdOcsVMdFy78�-Nup4kx6om3Mk(
133-0 1(HHI 2450 3(133 3S7.11 423-1d
23-0 5-0-0 65-0 833 S 1-T 613
5x7 =
6x5 =
3 4 3x5 =
5x5 = 5x10 = 3x6 = 2x4 It 5x7 =
5 8 �, 7 8 9— 10
24 23 22 21
2x4 II 3x6 = 3x8 =
3x5 =
26
3x5 =
Dead Load Dart. - 3116In
4x5
11
18 17 2829 16 3031 15 143233 34 133536 37 38 12
6x6 = Us = Us = US = 5x5 = 4.6 MT20HS I I
LOADING(psf)
SPACING- 2-M
CSI.
DEFL in Doc) Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL) 0.23 12-13 >999
240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.61
Vert(CT) -0.34 12.13 -882
180
MT20HS 187/143
BCLL 0.0
Rep Stress Ina NO
INS 0.85
HOMPT) -D.03 18 n/a
nla
BCDL 10.0
Code FBC2017RP12014
Matrix -MS
Weight: 592 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc pudlns, except
BOT CHORD 2x4 SP No2 *Except' end verlicals.
B3: 2x6 SP No.2, B4,85: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3'Excapt' 6.0-0 cc bracing: 19-20,18-19.
IN& 2x6 SP No.2
REACTIONS. (size) *M-0 (min. 0.1-8), 18=03-0 (min. 0-2-1),12=Mechanical
Max Halzl=132(LC 4)
Max Uplift1=293(LC 8), 18=2044(LC 9). 12=1802(LC 9)
Max Gmvl=1083(LC 1), 18--4975(LC 1), 12=3866(LC 18)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All tomes 250 (Ib) or less except when shown.
TOP CHORD 1-2=-19701520, 2.3=A40413116, 3-0=11771398, 4-5=13911383, 5-6=-15001490,
6-7=3352/1718,7.8=-454412257,8-9=454417257,9-10=4544/2257, 10.11T 429512014,
l l-12=316211503
SOT CHORD 1-24=466/1717, 23-24=-46611717, 22-23=466/1717, 21-22-201/1179, 20-21=33111538,
18.19=439511802, 6-19=-4330/1820, 17-18=205/259,16-31=164613352,
15-01=1546P8352,15.32---1546/3352,14-32=1546f3352, 14-33=170613758,
33-34=1706/3758, 34.35=-170613758,13.35=170613758, 13.36=156/300,
36-37=1561300, 37-38=1561300. 12-30-156/300
WEBS 2-22=625/306, 3.22=-102/363, 4-21=80/333, 5.21=A43/269, S-20=7471270,
6.2D-- 43811815, 6-06=2040/4454, 7-16=14911725; 7-14=73711636, 9.14=-044/265, '
10-14=572/1063,10-13=-447/853,11-13=1611/3592.
NOTES-
1) 2-ply truss to be connected together with Iad (0.13173r) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 ='
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at (1-9-0 00.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-D cc, 2x4 -1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.\\
,•` (\I( B( //�
ce ds have been considered for this design.
4j Wind: ABLE 7-10; Vuld roof live cet-160mph (3-second gust) Vasd=124mph; TCDL=S.Dpsh BCDL=5.CpsF h=16ft; Cat II; Exp C; End., GCpI=O Q-CEN
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) Previde aduate drainage to prevent water ponding.
eq
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1
_ / PY61, t
{ I
.)Refer to girder(s) for truss to truss connections.
`t I i
9) Provide mechanical connection (by others) of buss to bearing plate capable ofwilhsianding 2931b upl'dtat Joint 1, 2044
lb up Fand
SF %
1802 Ib uplift atJoint 12.
d
Continued on page
Vl y(
/O��`.�Of{IDP
////ss
INALING\\����
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficientto support concentrated load(s) 455lb down and 244 lb up at 20.34, 455Ib down and 2441b up at 28-3-4,
.4551b dawn and 244Ib up at 30-3-4, 455 lb down and 244 lb up at 32-34, 4551b down and 2441b up at 3434, 4551b down and 2441b up at 3644, 455lb down and 244 lb
up at 38-3.4, 4551b down and 2441b up at 4044, 4551b down and 24416 up at 423-4, 4551b down and 2441b up st 44-3.4, and 455lb down and 244 lb up at-463.4, and
4551b down and 244lb up at 48-3.4 on bottom chord. The designlselection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=l.25, Plate Increase=1.25 ,
Uniform Loads (plf)
Vert'. 13=40, 3-4=-70, 4-5=70, 5.10=-70,10-11=70, 19-25=-20, 12-18=20
Concentrated Loads Qb)
Vert 15=455(B) 28=455(B) 29=-455(8) 30=455(B) 31=455(B) 32--455(B) 33=45503) 34=455(B) 35=-455(B) 36=-455(13) 37= 455(B) 38=-465(B)
I
6.00 Fi2 St7 =
4.
22 21 20
2.4 II 3x6='
4.5 =
3x8 =
2.411 Us = 4.5 = r =
__ 5 a 7
19 18 17
4,= 4x6= US=
Deed Load Deft. = 5/16 to
3x5 Q
10
'NOP2XSTP=
1 �
11
6 12 74
6x8= 14 13 J'
16 Ull = 2.4 II 4.5 =
3x4 II
LOADING (PSI)
SPACING- 2.0-0
CSI.
DEFL. In goc) Well
Ud PLATES GRIP
TCLL 20.0
Plate GripDOL 1.26 p
TO 0.89
Ver LL) 0.23 16 >999
240 LU20 .244/190
TCDL 15.0
Lumber DOL 1.25
I
BC 0.87
I
Vett(CT) -0.5216-17 >999
I
180 I r
BCLL 0.0
Rep Stress Ina YES
WB 0.93
Horz(CT) 0.13 11 n/a
n/a
BCOL 10.0
Code FBC2017ft'PI2014
Matfix-MS
Weight 294 lb FT = 20%
'LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 aspudins.
T3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing.
BOT CHORD 2x4 SP No.2 'Except! WEBS 1 Row at midpt
449, 7-19
B4: 2x4 SP No.3
WEBS 2x4 SP No.3 •ExcepH
W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (at-) 2=0.8.0 (min. 0.1.8), 11=0-7-14 (min. 0.2.5), 22=0.11-5 (min. 0.3-8)
Max Horz2=181(LC 8)
Max Upiifl2=403(LC 16), 11=503(LC 4), 22=900(LC 5)
Max Grav2=5(LC 9), 11-1977(LC 1), 22=2980(LC 1)
FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown.
TOP CHORD 2.3=37411441, 3-4=1271/399, 4-5--23721814, 5.6=23721814, 6.7=-23721814,
7.8=323011052,8-9=-27221862,9-10=-3097/921,10.11=-35671954
BOT CHORD 2-22=1197/407, 21-22=1120/387, 20-21=1120I387,19-20=260M014,18-19=-775/2879,
17-18=776/2879,B-15=-78/394,14.15=833/3229,13.14=76413124,11-13=-764/3124
WEBS 3-22=28021817, 3-20=606/2442, 4-20=10641382, 4.19=-613/1819, 5-19=5811334,
7-19�6901211, 7.17=341222, 15.17=777/2789, 7-15=95/438, 8.14=989/394,
.9-14=-30611112,10-14=494/256
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-saecnd gust) Vasd=124mph; TCDL=5.Opst BCDL=5.Opsf, h=16ft Cat. II; Exp C; End., GCpi=0.18:
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This trues has been designed for a 10.0 lost bottom chord live load noncencurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift atjoint 2,503 lb
and 900lb uplift atjoint 22.
uplift atjoint 11
N� -a/4
LOAD CASE(S) Standard
\\ \Q` --
�+CENg
/ P 760
•
Sr F
�) % 1
T
i0.�ORIDp:
//j/8/ONA�L NG\\\\
'il
6.00 12
4x5G
3
NOP2XSTP= T
Z. II 2
1
23 22
4x.5= NOM STP=5X=
5x5 =3x4 II
axe =
3x5 = 3x4 II 3x6 = Us = 4x5 = 6x5 =
6 7 g 9 10 11
Dead Load DeO. - 3181n
ME
I M
��A: I
Us = 16 17 16
6.8= 5x8= 3x5= W=
30 II 8x9 =
SA-14 e-0.14 ' 16-71 22-2-7 30412 35.11-0 41-4-14 L_ 14
54414 12-0-01 1 5-7� 1 7-105 1 5-10d 5_" 1 :t
11
12
5
1326.
3x5 =
jFF-Ij
i!
Plate Offsets (X,Y)- 15:0
120:0.2-0,0.2-01.
0. 2-01, [11:03-0,0.2-8], [12'M- 0.-1-12), [13:0.2+1,Edg11, I14:0.1-8,0-2-01,115:0.7-0,0-0-01, [16:0.2<,0-1.81, [17:0-{-0,0.1-0], [19:0.2-0,03.01,
f21:03-4.0.2$, C23:0.2-8,0.2-12i f24:0.2-3.0 1-0i
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL in (too) VdeO L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 125
TC 0.98
Vert(LL) 0.29 7 1999 240
MT20 2441190
TCDL 15:0
Lumber DOL 1.25
BC 0.96
Vert(CT) -0.6117-16 >855 180
BCLL 0.0
Rep Stress Ina YES
WB 0.89
Hom(CT) 0.14 26 We nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Welghb30816 FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 "Except•
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
T4: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 2.2-0 cc bracing. Except,
BOT CHORD 2x4 SP No.2 *Except*
10-D-0 cc bracing: 15-16
S2,B4,S6: 2x4 SP No.3
WEBS
1 Row at mldpt 5-21,17-19, 10-14
WEBS 2.4 SP No.3 "Except
WB,WI1: 2x4 SP No2, W15: 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-0-8-0 (min. 0-1-8), 23=0-8-0 (min. 0-0-4), 26=Mechanlcel
Max Ho¢2=188(LC 8)
Max Uplfi2=962(LC 18), 23=1158(LC 5), 26=-0g3(LC 4)
Max Grev2=227(LC 5), 23=3605(LC 1), 26=1807(LC 1)
FORCES, (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-84312695, 3-0=411/998, 45=308H023, 5-6=-24231797, 6-7-353111186.
7-8=351811188, 8-9=351811188. 9-10=-320911083, 10-11 =23361773,11-12=2710/796,
13-26=-18071493,12-13=-17261531
BOT CHORD 2-23=2327/725, 20-21=198/627, 19-20=731/2423, 7-19=-4831277,16.17=-162/555,
1 0-16-1 231539,14-15=948/3241, 13-14=150/327
WEBS 3.23=237022, 21-23=2430T788, 3-21=505/1938, 5.21-2633/862, 5.20=73012330,
6-20=1291/543, 0.19=-497/1424,17-19=957/3113, 9-19=-1231260, 9-17=508/260,
16.17=-825)2783,10.14=13291500,11-14=1701750,12-14=550/1995
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VW1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.0psF, h=16ft; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated. -
5) This truss has been designed for a 10.0 psf bottom chord live load nonceneunenl with any other live loads.
6) Refer to girder(s) for
7) ro ide b upliftic to nt 26�0 (by others) of truss to bearing plate capable of withstanding 982lb uplift at Joint 2, 1158lb uplift at Jo>\r�9ss to truss connections.
��p.- - B<�,��//,//
NS��\��ii
LOAD CASE(S) Standard
� P 760
1 S0 ^ F�� i
i0c O IDP
ij//Ss ONAi I�NG \\��
ii W
6xB MT20HS= 3x4 II
3.4 It 3z6 = Us = 3z5 = 3xe = Us = 5 r =
am= 0 17 ,o
40= NOP2X STP=�= sx9- �= 4x6=
• 3z4 II 3x4 II
2xa II
sxB =
Dead Load Den. - 7/16In
l�� a
fine = 3z5 it
53-14 FBO.1� 16.7d F 22.2-7 14 14 j 49A14I 29-&I 5I
Plate Offsets (X,Y)- (5,T
f22:0.24
0,.2-0], ]6:0-2.4 0.131. I11:0-1.8,0-1-8], I12:030,0-2-81, I13:Edga,0.1-12], I74:0-2-12,0.1-M, I1B:03.0,030], [20A3-0,0-34], I21:0.142,0.2-0],
_M 124:0-2-0 0-3-0] [25:0-23.0-1-01
LOADING(psf)
SPACING. 240-0
CSI.
DEFL.
in (lox) 9defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL)
0A1 8 >999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(CT)
-0.7810.19 >677
180
MT20HS
187/143
13CLL 0.0
Rep Stress Ina YES
WS 0.95
Horz(CT)
0.12 14 Ma
We
BCOL 10.0
Code FBC2017frP12014
Metrbr-MS
Weight 286 Ib
FT = 20%
LUMBER- BRACING -
TOP CHORD 2.4 SP No.2'ExcepY TOP CHORD Structural wood sheathing directly applied, except end verticals.
T1: 2x4 SP M 31 r BOT CHORD Rigid ceiling directly applied or 2.9.10 cc bracing.
BOT CHORD 2x4 SP No.2 *Except! WEBS 1 Row at midpt 5-21, 11-15
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3'Exoepr
W5,W9: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0-1-8), 24=o-8-0 (min, 0-5-1 ), 14=Mechanlml
Max Hors2=169(LC 8)
Max Upti02=1597(1.0 18), 24=1426(LC 5), 14=496(LC 4)
Max Grav2=430(LC 5), 24=4282(LC 1). 14=1733(LC 1)
FORCES, (lb) - Mix CompJMax. Ten. - All forms 260 (lb) or less except when shown.
TOP CHORD 23=-128613995, 3-4=-69112166, 4.5=707/2206, 5.6=-2055f708, 6.7=-3946/1348,
7.8=-394611348, 8.9-390211338, 9.10= 3723I1272,10.11=372311272,11-12=-2084f705,
12-13=-238B(/31, 13.14-16711522
BOT CHORD 2-24=3484/1136,21-22=-1053/410, 20-21=647/2065, 8-20=-471f271, 1849=701268,
17-18=105313395,16-17=105313395, 15-16-105313395
WEBS 3-24=25221810, 22.24=-3663/1216, 3-22=574R054, 5-22---308011067, 6-21=114213509,
6-21=1496I622, 6-20=-7232142,18-20=1110rd506, 9-18=579/318,11-18=151/429,
11-16=0265, 11-15=1626/586,12-15=133/634,13.15=561H964 '
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psY BCDL=5.Opsh h=1fift; Cat 11; Exp
C; Encl., GCpi=9.18;
MWFRS (envelope); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
'
3) Provide adequate drainage to prevent water pending.
4) All plates ere MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconmrrent with any other live loads.
6) Refer to girder(s) for truss to buss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15971b uplift at)olnt 2, 1428lb uplift at)ot\
and 496 lb uplift at joint 14. �\
This truss has large uplift reacdon(s) from gravity load cese(s). Proper connection Is required to secure truss against
the bearings. Building designer must provide for uplift reactions Indicated.
LOAD CASE(S) Standard
upward movel�i+en1
II
-10
0lIIIIII////
\PN M.B4c-/���i
P 76-0
1 �
I _
S .
70NAL-,O\\\��
1111111J
.1111C
. TYPICAL DETAIL @ CORNER - HIP
NOTE NDS=National Design Specifictions ALLOWABLE REACTION PER JOINT
for Wood Construction. (Z) UP TO 2651 - 2-16d NAILS REO'D.
132.5# per Nail (D.d.LFactor=1.25)
rids toe nails only have 0.83 of O UP TO 3941 - 3-16d NAILS RE4'D.
lateral Resistance Value.
-111-111 -111 -111 -'
I
12
'OVER I �� ;O
�O
��
J1
A
RO
� A o °u
ii
a
,
n n a
u
n
-16d
®\�
!J3
wP q T
D
ail
BC>r12
HIP GIRDER
*to,
�\
TYPical jack 45'
Z.hment
------�--
3-16d `
fuse
tx nail O TL'\
®
TYPICAL CORNER LAYOUT k 2-16d ®_1jC',
CORNER JACK GIRDER
�7
Typical Hip -jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1-J3 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - - --
2-16dnails
-----
J5 TO HIP JACK GIRDER
TC
- - - - - - -
2-16d nails
- - - - -
BC
- - - - --
2-15dnails
- - - --
TC
- - - - - --
3-16dnails
----
SC
- - -- - --
.2-16dnails
-----
HIP JACK GIRDER (C15) TO HIP GIRDER
TC
- - - - - - -
3-16d nails
- - - - -
BC
- - - - - --
2-16dnails
----
MMIMUM GRADE OF LUMBER LOADING (PSF) - M?4 252
L 0 FBCZ017
T.0 2x4 SYP2 B.C.TOP. - 2x4SYP 2 20
wEEIS 2x4 SM Na.3 canal 00 70
SPAdNC 24' O.C. �
SOUTHERN
TRUSS
MIFV/..,,-
Fort Pierce Division
2590 N. Ki gFL i hw
ForECOMPANIES (800)232-0509 (772)454-4160
Fax:(772)318-0016
Brian M. Bleakly Struct Eng #75051 2590 N. Kings Highway, Ft Pierce, FL 34951 772-464-4160
Dead Lead Deb. = 3141n
3x4 II
3z4 II
Us =
Us5x10 =
' B.00 12 4x5 �
4x4 = 6x6 = Us =
4.4 = 2x4 II 4x4 =
6x8 =
4 5 6 36 37 7 4839
8 40 41 9 10 4243 11 44
12 454613 14 47 48 18 4960
1661
2x4 J 6
4x7
a
0 1
0 1
0
0
0
1 7 7
=
2x4 II 2
}
3
8
1 27
53
25
2 s7 68 69
52 29
2x4 III
3x8 -6 24 6061 23 62
63 64 65 2166 67 20 6869
79 70
18 71
5x12 =
4x5 = NOP7X STP=
7x16 MT20HS=
3x5 = 6z10 Mr20H5= 4x5 =
3x12 =
3x5 II
6x6 = 3x4 II
W4
B." 2413 17-0
4 7-B
3x4 II 7x12 MT20HS=
] 6113 913
&48
2 O4124-0td
69d-14
'
470
1 44 47
Plate Offsets KY)- (a:az-8,a1-12L
tzs:o�-O.o-t-Bt
[s:o-3-1z,a15J, [!:o-3•B,az4). [t t:o.4.0,0-2-0], [tfi:a2-12.g3-8], [t8:a2-12,o-1-fiL [zo:0•z•O,az-D). [z1:0-4-8.o3-4L I25:o-7-8,0-3 41,
f30:o-0-0.o-2-121 131•az-3 al-0t
LOADING(psf)
SPACING- 2-0.0
CSI.
DEFL. in (loc) Udsfl Vd
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) 0.82 25 >639 240
MT20 244/190
TCDL 15.0
LumberOOL 1.25
BC 0.82
Vert(CT) .1.33 25 >394 180
MT20HS 187/143
BCLL 0.0
Rep Stress Ina NO
WB 0.95
Hom(CT) 0.36 18 n/a nla
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Welght:63611, Fr=20%
LUMBER -
TOP CHORD 2x6 SP No'
2 `Except`
T1,T4: 2x4 SP No.2
SOT CHORD 2x4 SP M 31 'Except*
137,84: 2x4 SP No.2, 82: 2x4 SP No.3
WEBS 2x4 SP No.3 -Except•
W7: 2x4 SP No.2, W8: 20 SP M 31
OTHERS 2x4 SP No.3
REACTIONS. (size) 30=0-8-0 (min. 0-2-14). 16=Mechard-1
Max Horz30=160(LC 8)
Max UpIi830=1974(LC 4), 18=1611(LC 4)
Max Grav30=4835(LC 1), 18=4322(LC 18)
FORCES. (Ib)
TOPCHORD
BOTCHORD
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-1-13 cc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6.0.0 cc bracing.
WEBS 1 Row at midpt 7-28
WEBS
2457176� 484,111��E? 15320�2-6016281,875914 8164
et
4220�635/1
12-21 -21
\\\\\\P(tjtl
• 1a20=193414977,1a19=10621518, 17-19=170814671
NOTES
P 760
1) ply truss to connected toget nails
2x4 - 110d at G-9-0 cc 2 rcl s staggered
. Top chords connected as follows: 2x4 -1 rmv at a9-0 cc, 2x8 - 2 rows staggered at a9-0 oc,
T n
,� 1
Bottom chords connected as follows: 2x4 -1 raw at 0-" oc.
-10 ST F/,] ram.
Webs connected as follows: 2x4 -1 row at 48-0 oc. �r
2) All loads are considered equally applied to all plies, except ifnoted es front (F) or back (B) face in the LOAD CASE(S) section. 1C6A j \
Ccfienog ti 50i2 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
NOTES-
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BGDL=S.Opsh, h=16ft; CaL ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed
; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water pending. .
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed fora 10.0 psf bottom chord live lead nonconcurrent with any other live loads.
8) Refer to girder(s) for truss to truss connection's.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1974lb uplift at Joint 30 and 1611 lb, uplift at Joint 1S.
10) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated loads) 244;lb down and 272 lb up at 7-0-0, 122 lb down and 138 lb up at 9-0-12,
1221b down and 138 lb up at 11-0-12, 122lb down and '138 lb up at 13-0-12,122 lb down and 13816 up at 1&0.12, 122 lb down and 138 lb up at 17-0-12. 122lb down and
138 lb up at 19-0-12, 122 lb down and 138lb up at 21.IM2, 134 lb down and 162 lb up at 23-0-12, 134 lb down and 162 lb up at 26-0-12, 134 lb down and 162 lb, up at
27-0-12, 1341b down and 102lb up at 29-0-12. 134 lb down and 162 lb up at 31-0-12, 134 lb down and 162 lb up at 33-0-12,134 lb down and 162 lb up at 35-0-12, 1341b
down and 162 lb up at 37-0-12,134 lb down and 162 lb up at 39-0-12,134lb down and 162 lb up at 41.0.12, and 134 lb down and 162 lb up at 43.0-12, and 147 lb down and
162 lb up at 45-D-12 on top chord; and 107 lb down and 31 lb up at 7.0-0. 89 It, down and 37 lb up at 9-0-12, 89 lb down and 37 lb up at 11-0.12, 89 lb down and 37 lb up at
13-0-12, 89 Its down and 37 lb up at 16-0-12. 89 Ito down and 37 lb up at 17-0-IZ 69lb down and 37 lb up at 19-0.12, 89 lb down and 37 lb up at 21-0-12, 91 lb down at
23-0.12, 91 lb down at 25-0-12, 91 lb down at 27-0-12, 91 It, down at 29-0-12, 91 lb down at 31-0-12, 91 lb down at 33.0-12, 91 lb down at 35.0-12, 91 lb down at 37-0-12. 91
lb down at 39-0.12.91 lb down at 41-0.12, 91 lb down at 43.0-12, 91 lb down�at 45-0-12, and 267lb down and 141 lb up at 47-0.12, and 271 lb down and 137lb up at 49.0-12
on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-5=-70, 5-16=70, 16-17=-70, 29-33-20, 25-28=-20, 18-24=20
Concentrated Loads (lb)
Vert 5=134(F) 9=-114(F) 23=-67(F)11-134(F)19=-67(F)13=134(F) 36=114(F) 37=114(F) 38=1
J7 R 760
f
1 A 1
0o�`°IORIDY%
//��S,IL
ONAI'��G\���
I
bx4 = Us =
3 4
3R = 3x8 = 3x4 = 3x4 =
Dead Load Dell.. 3116 in
d
6 I
30 =
LOADING(psf) SPACING- 2-M CSI. DEFL in ow) VduB Lid PLATES GRIP
TOLL 20.0 Plate Grip DOL - 1.25 TO 0.87 Vert(LL) -0.15 7-15 >999 240 MT20 2441190
TCOL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.36 7-15 >626 'it.BCLL 0;0 Rep Stress Indr YES WB 0.19 Horz(CT) 0.06 6 We n/a
BCDL 10.0 Code FBC2017/TPI2014 Metric -MS WeighC 1151b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structure) wood sheathing directly applied or 2-2-0 oc pudins.
SOT CHORD 2x4 SP N0
.2 BOT CHORD Rigld ceiling directly applied or 8.5-13 oo bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=0-8-0 (min.0-1-8), 6=D-3-0 (min.0-1.8)
Max Horzt=90(LC 4)
Max UpMH-271(LC 8), 6=271(LC 9)
Max Grav1=1110(LC 1), 6=1110(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=2019/514, 2-3=1677/378, 3-0=1447/382, 4-5=-1676/379, 5.6=2019/514
BOT CHORD 1-9--47311780, 8-9=-211/1447, 7-8=21111447, 6-7=- MOH780
WEBS 2-9=388/263, 3-9=261414, 47=30/414, 5-7=-3881263
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16f1; Cat. 11; Exp C; End., GCpi=D.18;
MWFRS (envelope); Lumber DOL=1.60plate gdp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf boftom chord live load nonconcurent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 Ib uplift at Joint 1 and 271 Ib uplift atjoint 6.
LOAD CASE(S) Standard
60
-
i�j�//ss
Dead Load DK = 31161h
6XB = 1.4 II 5x9 =
LOAOING(psf)
SPACING- 2-0-0
CSI,
DEFL
in (too) Well Ltd
PLATES GRIP
TCLL 20A
Plate Grip DOL 1.25
TC 0'67
Ved(LL)
0.20 8 >999 240
MT20 244M90
TCDL 150
Lumber DOL 1.25
BC 0.52
Vert(CT)
-0.32 8.10 >927 180
BCLL 0:0
Rep Stress Ina NO
WB 046
Horz(CT)
0.10 6 n/a rda
BCDL 10.0
Cade FBC2017frP12014
Matrix -MS
Welght•116lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puriins.
SOT CHORD 2x4 SP M 31
BOT CHORD Rigid calling directly applied or 6-1-11 cc bracing.
WEBS 2x4 SP N0.3
OTHERS 2x4 SP No.3
-
REACTIONS. (size) 6=030 (min. 0.1-13), 2=0-M (min. 0.1.15)
Max Horz2=106(LC 25)
Max Uplifl6=903(LC 9), 2-992(LC 8)
Max Gmv6=2171(LC 1), 2=2361(LC 1)
FORCES. (Ib) - Max. Comp./Max Ten. -Al forces 250 (Ib) or less except when shown.
TOP CHORbb 2 3=-432211843, 3-19=-4674/2000,19-20=-467412000, 4-20=-467412000,
4-21=4674I2000, 21-22=467412000, 5-22--4674/2000, 5-6=-427411811
BOT CHORD 2-10=161913769,10.23=-162513795, 9-23=-1625/3796, 9-24=-1625/3795,
B-24=-162513795, 8-25=-151413754, 25.26=151413754, 7-26=1514/3754,
6-7=-161013731
WEBS 3-10=1621729, M=-076/1133, 4.8=-909/632, 5.8r-51611196, 5.7=-111/690
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.opsf; h=1W Cat 11; Exp C; Encl., GCpi=0.18:
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 ,
3) Provide adequate drainage to preventwater pending.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load wriconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 903 lb uplift atjoint 6 and 992 lb uplift atjoint 2.
7) Hanger(s) or other connection device(s) shall be provided sufficlent to support concentrated load(s) 271 It, down and 324 lb up at 7-0-0,
134 It, down and 162 lb up at 9.0.12,134 lb down and 162 lb up at 11-0-12, 134 lb down and 16216 up at 12-", 134 It, down and 162 to
up at 13.7-4, and 134 Ito down and 162 lb up at 16-7-4, and 276 lb down and 335 lb up at 17-8-0 on top chord, and 4431b down and 247
to up at 7-0-0, 91 lb down at 9-0-12, 91 lb down at 11-0-12, 91 lb down at 12-4-0, 91 lb down at 13.7-4, and 91 lb down at 15-7-4, and
423 lb down and 185lb up at 17-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others.
8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). \\\� \PN M_—k
Standard
�10ENS��.�/�/
A4) Dead Roof CASE(S)
(balanced): Lumber Increase=1.25, Plate Increase=1,26 Uniform Lads (pit) _\ / P' 60
Veil: 1-3=70, 3.5=-70, 5.6=-70, 13.16=20
Concentrated Loads (lb) —_
Vert 3=195(13) 5=201(B)10=-426(8) 8=87(B) 4=-134(B) 7=-341(B)19=-134(B) 20=-134(B) 21a-134(B) 22=134( 2R V(B, A I _
24=67(B) 25=-67(B) 26=67(8) -0 % /
OagA F�
SONAI'�NG��\�� .
0 m mB8 type
y
MW-284-Bavbyaas C1 Cdnman 15 7
JobRarerence. o 'oval
So�Nem TNss, L Ien;e, FL.. M-51 : 8.230 s Mar 92019 Print 8.230 s-82018 tot
In t,1ba, Inn. Bat Jun 22f :2r:02208 Pagel
ID:2gdWFKK3H3Hu0BdOmYMdFy762-OCYdF2FWdtlibNpfOWgm3DrUpELnZiGfG(GVz3Iut
-2-0-0 5.9-4 11-0-0 16-2-12 22-0-0
2-11 I 5-94 5-2-12 I 5-2-12 I 5-9-0
Dead Load Den. =1181n
4x4 =
4
[4 11 )
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL, in poc) Ildefl Lid
PLATES GRIP
TCLL 20.0
Plate Grip OOL 1.25
TC 0.38
Vert(LL) -0.07 8.10 >999 240
MT20 244/190
TCOL 15.0
Lumber DOL 1.25
BC 0.61
Vert(CT) -0.19 B-10 >999 180
BOLL 0.0
Rep Stress Inor YES
WE 0.23
H0rz(CT) 0.B4 6 nla nla
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Weight:110lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-2.7 oc pudins.
SOT CHORD 2x4 SP N0.2
BOT CHORD Rigid ceiling directly applied or 95-1 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D•8.0 (min. 0.1-8), 6=0-8-0 (min.
D-1-8)
Max Horz2=131(LC 7)
Max Upli82--331(LC 8), 6=-331(LC 9)
Max Grav2=1135(LC 1), 6=1135(LC 1)
FORCES. (lb) , Mm CompJMax. Ten. -All forces 250 pb) or less except when shown
TOP CHORD 2.3=17021439, 3-4=15401463, 45=1540/463, 5fi=17021440
BOT CHORD 2-10=-38811458, 9-10=-1491962, 8.9=1491962, 65=26811458
WEBS 45=2081595, 5-8=-3711270, 4-10=2081595; 3-10=3711270
NOTES-
1) Unbalanced root Ilve loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsY BCDL=5.OpsF, h=16ft; Cat. 11; Exp C; End., GCpt=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 -
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads.
5) Provide mechanical contraction (by others) of truss to bearing plate capable of wlthatanding.331 lb uplift at)olnt 2 and 331 Ib uplift at)oint 6.
LOAD CASE(S) Standard
13tam,
i F 760
�Ot�� A F� li7
j 4ORIOP.\a�ii\�� .
////; ONA11�N�j\��\
I
4z4 =
4z4 =
4 s
Dead Load Deft- Wig In .
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.16 11-18 >999 240 MT20 2441190
TCDL 15.0 Lumber Di 1.25 BC 0.75 Vert(Cn -0.34 N-18 >786 180
BCLL 0.0 Rep Stress Ina YES WS 0.21 Hom CT) 0.05 7 nla nla
BCDL 10.0 Code FSC20171TP12014 Matrix -MS Welght 108 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 4.3.9 cc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9315 cc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2-U-8-0 (min. 0.1.8), 7=0-B•0 (min. 0.")
Max Horz2=111(LC 6)
Max Upli82=-315(LC 8), 7=-315(LC 9)
Max Gmv2=1135(LC 1), 7=1135(LC1)
FORCES. (lb)- Max CompJMax Ten. - Ali forces 250 (Ib) or lase except when shown.
TOP CHORD 2-3=17001438, 3d=13601310, 4-5--11561307, 5fi=13601310, 6-7=-17001439
BOT CHORD 241=.36111487, 10.11-14211156, 9-10=142J1156, 7-9=27911487
WEBS 3-11=-4201270, 4-11=-281356, 5.9=-281356, 6.9=-0201271
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf, h=16R; Cat.11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pat bottom chord five load nonconcu ent with any other live loads.
6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 315 lb uplift at joint 2 and 315lb uplift at joint7.
LOAD CASE(S) Standard
�u
Dead Load Call. -1181n
Us = 1x4 II 4.8 =
Us =
LOADING(psf) SPACING- 2-0-0 CS'
DEFL in (loc) Udell L/d PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.15 9 >999 240 MT20 2441190
TOOL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.24 9 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.45 Horz(CT) 0.09 6 nla We
BCDL 10.0 Code FBC2017/TPI2014 Matri
x
-MS Welghb11111a FT=209/6
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31-Except' TOP CHORD Structural wood sheathing directly applied or 2-9-12 cc pudins.
T2: 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-641 oc bracing.
BOT CHORD 2x4 SP M 31
WEBS2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-" (min. 0-1-14), 6=0-8-0 (min. 0-1-14)
Max Horz2=91(LC 6)
Max UpIIR2=-900(LC 8), 6=-900(LC 9)
Max Gmv2=2230(LC 1).6=2230(LC 1)
FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-401311661, 3-0=3699/1594, 4-5=-3699I1594, 5-6=-001311661
BOT CHORD 2.11=1427/3490, 10-11=-1443/3538, 9.10=-1443/3538, 8-9=-13B8/3538, 6-8=1372/3490
WEBS 3-11=407/1170,3-9=-167295,4-9=-2781173,5-9=-167295,5-8=407/1170
NOTES.
1) Unbalanced roof live loads have been considered for this design..
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16ft; Cat. II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to pmventwater ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord rive load nonammment with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 900 lb uplift at Joint 2 and 900 lb uplift at joint 6.
7) Hanger(s) or other connection devica(s) shall be provided sufficient to support concentrated load(s)1981b down and 2421b up at 7.0-0.
end 1981b down and 2421b up at 15-0-0 on top chord, and 10201b down end 46811, up at 7-D-0, end 10201b dawn and 468Ib up st
14-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) aback (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform LoaVert 1.3'�70, 3s=70, 5.7=70, 16.19=20 ���\ LPN M-Bz�qL/�i�
ConcentratedVert: Loads =-76(B) 5= -76(B) 11=-1020(B) 8=1020(121)
P 7 �\
. f
�\
���F 4�RIpP �� .
i///ss ONAL'�Nc, ����
GIRDER
2
3
7xe MT20HS=
Dead Lead Den. -1141n
4X7 = 2x4 II 3x4 = 6x8= exa = 3x7 II NOP2XSTP=
NOP2X STP= IOxie = 3x9
LOADING(psf) SPACING- 1-0-0 CSI. DEFL in (loc) Well L/d
TCLL 20.0 Plate Gdp DOL 1.25 TC 0.86 Vert(LL) 0.24 9-10 >999 240
TCOL 15.0 Lumber DOL 1.25 BC 0.87 Vert(GT) -0.43 9-10 >618 180
BOLL 0.0 Rep Stress Ina NO WB 0.85 HOrz(CT) 0.11 7 nla Na
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2'Except' TOP CHORD
T2: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3 *Except'
W5: 2x4 SP M 31, W6: 2x4 SP N0.2
WEDGE
Right: 2x6 SP No.2
REACTIONS. (size) 1=0.8.0 (min.0.2-0), 7=0-8-0 (min. 04-8)
Max Horz1=55(LC 5)
Max Uplifd=1765(LC 8), 7�3363(LC 9)
Max Gravl=4902(LC 1). 7=10927(LC 1)
FORCES. Qb)-Max. Comp./Max. Ten. -All forces 250(1b) or less except when shown.
TOP CHORD 1-2=-1072213871, 2.3=-1064313872, 3-4=10599/3879, 4.5=-10594/3878,
5.6=15043/5146, 6-7=1973716281
BOT CHORD 1-13=-347919571,12-13=-3479/9571,11-12=3437/9501,.10.11=3437/9501,
10-16=-4535113433, 9-18=-4535/13433, 9-19=5598/17688,19.20�5598117688,
8-20=-5598117688, 8-21=-559a/17688, 7-21=5598117688
PLATES GRIP
MT20 244/190
MT20HS 1871143
Weight 276 lb FT = 20
Structural wood sheathing directly applied or 2-7-4 oc pudins.
Rigid ceiling directly applied or 9-0-11 oc bracing.
Il
WEDS 4-10=-3391/9278, 540=593611766, 5-9=1830/6332, 6-9=-4998H260, 6-8=-1069/4481
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x31) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-4-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.5.0 cc.
Webs connected as follows: 2x4 -1 row at 0-5-0 oc, Except member 10.5 2x4 -1 new at 0-9-0 oc, member 5-9 2x4. 1 now at 0.9-0 cc,
member 9-6 2x4 -1 now at 0.9-0 oc, member 6-8 2x4 -1 row at 0.9.0 oc, member 10-3 2x4 -1 now at 0-9-0 or, member 3-12 2x4 -1 row at
0.9-0 oc, member 12-2 2x4 -1 now at 0.9-0 oc, member 2.13 2x4 -1 row at 0.941 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
cennec6ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. \\�1 I I 3 Un
balanced roof live loads have been considered for this design.
5) Ali plat s(en MT20 platesber DO =1.60 otherwise ciliated L=1?fill ph; TCDL=S.Opsh BCDL=S.Opsf; h=16ih Cat il; Exp C; Encl., GCpi=O.\\\\\Q}\-\PN M_B�
This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. \CENS+C�
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1766 lb uplift at Joint 1 and 33631b uQ8 rat )oytt R 76F4F
`
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3856 lb down and 1812 u—t 11i1-8,
• 2219 lb down and 719 lb up at 13-0-12, 2219lb down and 719lb up at 15-0-12, 2219 lb down and 544lb up at 17-0-12. a �& i
and 522 lb up at 19.0.12, and2108 lb down and 575 lb up at 21-0-12 on bottom chord. The design/selection of such coon s) S TF/
Is the responsibility of others. t n v 7
91
LOAD CASE(S) Standard
1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-0=35, 47=-35,1-7=10
Concentrated Leads Qb)
Vert: 10=3856(F)17=2108(F)18=2219(F)19=2219(F) 20=-2219(F) 21=-2219(F)
&16e t 78-0
3.1041 3.100
4x4 = Dead Load Des, -1/16 In
6.00FF2 2
5 4
6 1.411 2[6 11
2x6 II
LOADING(psf) SPACING• 2-0-0 CSI. DEFL- In (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate I ,10.L 1.25 TC 0.51 Vert(LL) -0.05 5 >999 240 MT20 244/190
TCDL 15.0 Lumber DOL 12il BC 0.34 Vert(CT) -0.11 5 >790 180
BCLL 0.0 Rep Stress Inv YES WB 0.02 H=(CT) 0.60 4 We n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight: 36 tb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No2 TOP CHORD Shucturel wood sheathing directly applied or 6-0-0 on purilns, except
BOT CHORD 2x4 SP No2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS. (slze) 6=Meehanical,4-Mechanical
Max Horz6=37(LC 5)
Max Upllfl6=80(LC 8), 4=BO(LC 9)
Max Grev6=332(LC 1), 4=332(LC 1)
FORCES. (tb) - Max. CompJMax Ten. - All forces 250 (Ib) or Less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpi=0.16;
MWFRS (envelope); Lumber DOL=1.60 plate grip OOL=1,60
3) This truss has been designed for a 10.0 psf bottom chord live load noncencurretd with my other live loads.
4) Refer to girder(s) for truss to truss connectlons.
5) Provide mechanical connedlon (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 6 and 80 lb uplift stjoint 4.
LOAD CASE(S) Standard
Ns
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1 10d
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1:
2) 16d elders (0.148 d1a. x 3-1144 b4 maybe used atOM ofthe table load wherelfid commerce, am qzdkd. This does not V*tD JA NL1% UZ dud ran hanom
3) Far=�WA and MUShMM Nallsmustbadrhmn ale 306to 4.Tangi. ftwgbftWorb= lam fthafte, addw the We bad.
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Ce IMp Glider
1
40 =
4x4 =
3 4
9 8 . 7
1D 1x4 If 1.411 2.4 It
2x4 II
LOADING(psf)
SPACING-
2-00
CSI.
DEFL
In poc) Ildell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.04 9 >99B 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.20
Vert(CT)
-O.W 8-9 >999 180
BCLL 0.0
Rep Stress I=
NO
WB 0.40
Hoa(CT)
0.00 7 We nfa
BCDL 10.0
Code FEC201711P12014
Matrix -MS
Weight: 60 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns, except
BOT CHORD 2x4 SP No.2
and verticals.
WEBS 2x4 SP No.3
GOT CHORD Rigid ceiling drectly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 10=Mechanical, 7=Mechanical
Max Horz10=51(LC 6)
Max UpIift10=-1a5(LC 8), 7-185(LC 9)
Max Gnw10=490(LC 17), 7=490(LC 18)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=-324f14l, 4-5-3241142. 2-10-422/190. 5.7-4221190
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL-5.Opsh BCDL=5:OpsF h=16ft; Cat II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185lb uplift at joint 10 and 1851b uplift at joint
7.
7) Hanger(s) Or other connection device(s) shall be provided sufficient to support concentrated load(s)196 tb down and 123 lb up at 3.0.0,
and 196 lb down and 123lb up at 4.8-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25
Uniform Loads (plf)
Verb 1-2=-70, 23=70, 3-4=-70, 4-5-70, 5.6-70, 7-10=-20
P 60
�-Ol 9 Fq f
o�� <pR(pP �\�<Cr��� .
�c
LOADING(psf) I SPACING• 2-0-0 CSI. DEFL in (lac) Well LId I PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 4-11 >813 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.05 4-11 >822 180
BCLL 0.0 Rep Stress [nor NO WB 0.00 Horz(CT) 0.00 2 n1a nla
BCDL 10.0 Code FBC2017rrP12014 Matrb(-MP Weight 22 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP NO2 TOP CHORD Structural wood sheathing directly applied or 3.7-12 oc pudins, except
BOT CHORD 2x4 SP No2 and verticals.
WEBS 2x4 SP No'3 BOT CHORD Rigid calling directly applied or 10-oA oc bracing.
OTHERS 2z4 SP No2 *Except'
02: 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0.10.15 (min.0-1-8)
Max Horz2=137(LC 4)
Max UpIR4=-126(LC 17), 2=292(LC 4)
Max Grav4=141(LC 20), 2=326(LC 31)
FORCES. Qb) - Max Comp.lMa r. Ten. -All forces 260 Qb) or less except when shown.
NOTES.
1) Wind: ASCE.7-10; Vu11=160mph (3-second gust) Vesd=124mph; TCDL=5.Opst SCDL=5.0psf; h=16ft; Cat. 11; Exp C; End., GCpi=0.18;
MWFRS (envelopa); Lumber DOL=1.60 plate gdp DOL=1.60
2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable
End Detalls as applicable, or consult qualified building designer as par ANSIfrPI 1.
3) Gable studs spaced at 240-0 oc.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing date capable of withstanding 1261b uplift etjoint 4 and 292lb uplift atjolnt 2.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 Ib down and 138 lb up at 1-8.1,
and 100 lb down and 138lb up at 1-6-1 on top chord, and 40lb down and 96 lb up at 1-6-1, and 40 lb down and 96 lb up at 1-6-1 an
bottom chord. The designlselection of such connection davice(s) Is theresponsibility of others.
8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-3=-70, 4.9=20
Concentrated Vert 1Loads
115(F=57, B-57)13=107(F=53, B=53) \\\\ \PN - 13
4�///�//
1. P 760
1 t
I
9� F�4i1�� .
�j0��16
//piss oNAi IE�G \\\
(;�,I
HIP GIRDER
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) Wall L/d PLATES GRIP
TCLL 20.0 Plate Gdp DCL 1.25 TC 0.75 Vert(LL) -0.07 4-11 >692 240 MT20 244/190
TCDL 15.0 Lumber OOL 1.25 BC 0.57 Vert(CT) 0.07 4-11 >724 180
SCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 2 Na n1a
BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight 22lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0
.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 cc pudlns.
BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechanical, 2=0-10-15 (min.0-1-8), 4=Mechanical
Max Horz2=147(LC4) `
Max Upli83=-43(LC 8). 2=285(LC 4), 4�62(LC 17)
Max Gmv3=76(LC 31), 2=341(LC 31), 4=85(LC 20)
FORCES. (lb) - Mu. Comp./Mmc Ten. - All forces 260 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.0psf; BCDL=Upsf, h=1 Bit CaL II; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Referto girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift atjoint 3, 285lb uplift atjoint 2 and
62111 uplift atjoint 4.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100It, down and 138 lb up at 1-6.1.
and 100 lb down and 138 to up at "-1 on top chord, and 40lb down and 96 lb up at 1-6-1, and 40lb down and 96 In up at 1.6.1 on
bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
6) In the LOAD CASES) section, loads applied to the face of the truss are noted as from (F) or back (B).
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Ungacn Loads (plf)
Vert 1.3=70, 4-9=20
Concentrated Loads (Ib) '
Vert 12=115(F=57, B=57)13=107(F=53, B=53)
31
d
LOADING(psQ
SPACING- 2-0-0
CSI.
DEFL in (too) Udefl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.75
Vert(LL) -0.16 6-13 >517
240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.53
Vert(CT) -0.17 6-13 >472
180
BCLL D.0
Rep Stress Ina NO
WB 0.10
Hom(CT) 0.00 6 We
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight 35 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0
.2 TOP CHORD Structural wood sheathing directly applied or 6-OA oc pudins.
BOT CHORD 2x4 SP No'2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing.
WEBS 2x4 SP N0.3
OTHERS 2x4 SP No.2 •Except-
02: 2x4 SP No.3
REACTIONS. (size) 4=Me hanical, 2=0-10-15 (min. 0-1-8), 6=Mechanica1
Max Horz2=249(LC 4)
Max Uplift4=125(LC 20), 2=300(LC 4), 6=79(LC B)
Max Gmv4=120(LC 17), 2=510(LC 31), 6=304(LC 22)
FORCES. 0b) - Max Comp,/Max Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-14=461171, 344=427/115
BOT CHORD 2-15=-192/395, 16.16=1921395, 6-16=1921395
WEBS 3-6=-4531220
NOTES'
1) Wlnd: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf; h=16ft; Cat 11; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss Is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4, 300 lb uplift atjoint 2 and
79 lb uplift at joint 6.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)130 lb down and 138 lb up at 1.6-1,
130lb down and 138 lb up at 1.6-1. and 141 lb down and 72 Ib up at 4-4-0, and 141 lb down and 72 lb up at 4.4-0 on top chord, and 40Ib
down and 96 lb up at 1.6-1, 40 lb down and 96 tb up at 1-6-1, and 28 lb down and 31b up at 4-4-% and 281b down and 3lb up at 44-0
on bottom chard. The designlselectiod of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Uniform LoaVertd (I 70, �1of Live kxd)ZLOumber Increase=1.25,+PIate Increase=1.25 C
r Concentrated Loads Pb)
l Vert 14=115(F=57, 8=57)15=107(F=53, B—S3)
0JJ YJ 4i
/���//�,S ONAI
-2-9-15 5-1-3"M
2_._,.,l 5-1-3 4-e7
LOADING(psf)
TCLL 20.0
TCDL 15.0
SCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2017rrP12014
CSL
TC 0.75
BC 0.73
WB 0.42
Matrix -MS
DEFL
Vert(LL)
Vert(CT)
Hm z(CT)
In Coe) Udefl Ud
-0.10 7-14 >999 240
0.09 7-14 >999 180
0.01 6 rda nla
PLATES GRIP
Mr20 2441190
Weight 49 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No2
TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc pudins.
BOT CHORD 2x4 SP No'2
BOT CHORD Rigid ceiling directly applied or 8-10.6 oc bracing.
WEBS 2x4 SP N0.3
OTHERS 2x4 SP No.2 -Excepe
• . 02: 2x4 SP No.3
REACTIONS. (size) 4=Mechanlcal, 2=0-10.15 (min. 0.1-8), 6=Mechanical
Max Horz2=247(LC 4)
Max Upiift4=159(LC 4), 2=361(LC 4). 6=170(LC 8)
Max Gmv4=167(LC 1), 2=634(LC 31), 6=399(LC 31)
FORCES. (lb) -Max. CompJMsx Ten. - All forces 250 Qb) a less except when shown.
TOP CHORD 2-15=9391313,15-16— 8901337, 3-16=-BiS 31
BOT CHORD 2-18= 419807,18.19=•419/807, 7-19=-4191807, 7-20=-4191807, 6.20=-4191807
WEBS 3-7=01266, 3-6=-871/452
'
NOTES-
1) Wind: ASCE 7-10; Volt--160mph (3-second gust) Vesd=124mph; TCDL=5.Opst BCDL=5.Opd; h=t61t; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss Is not designed to support a ceiling and is not intended for use where aesthetics ere a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 It, uplift atjdint 4,361 lb uplift etjoint 2 and
170 Ib uplift atJolnt 6.
6) Hanger(s) or other connection device(s) shall be provided suffidem to support concentrated load(s)100It, down and 138 lb up at 1-6-1,
100 lb down and 138 lb up at 1-6-1. 110lb down and 42 lb up at 4.44, 110 lb dawn and 421b up at 4.4-0, and 145lb down and 168 It,up
at 7-1-15' and 145 lb down and 158 lb up at 7-1-15 on top chord, and 40 lb down and 96 lb up at 1-6-1. 40 lb down and 96 lb up at 1-6-1,
28lb down and 31b up at 4.4-0, 28lb down and 3lb up at 4-4-0, and 59 lb down and 27 lb up at 7-1-15, and 59 lb down and 27lb up at
7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or hack (B). III
A I
�NAL'�NG \�\\
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4=70, 5-12=20
Concentrated Loads (lb)
Vert' 15=115(F=57, 8=57)17=75(F-,38, B=-38)18=107(F=53, B=53) 20=54(F=-27, B=27)
20 =
3x4 -'
LOADING(Psf) SPACING- 24)-0 CSL DEFL In Qoc) Well Ud PLATES GRIP
TCLL 20,0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) 0.04 5-6 >999 240 MT20 2441190
TOOL
15.0 Lumber DO L 1.25 1 BC 0.48 Vert(CT) -0,07 5-6 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.46 Horz(CT) 0,01 5 n/a nfa
BCDL 10.0 Cade FBC2o17fTPI2014 Matrix -MS Weighb 39 @ FT = 20%
LUMBER- BRACING- '
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10.5 oc puriins.
ROT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 741-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=D-10.16 (min. 0-1-8), 3=Mechanical, 5=MechanlmI
Max Horz 1=172(LC 20)
Max Uplift1=21 O(LC 4), 3=151(LC 4), 5=-233(LC 4)
Max Gravl=484(LC 31), 3=161(LC 1), 5=426(LC 31)
FORCES. Qb) - Mex, Comp./Max. Ten. -Al forces 250 (Ib) or less except when sham.
TOP CHORD 1-10=-9791457, 10-11=958f48O, 2-11=-889/471
ROT CHORD 1-13-580/881.13-14=5801881. 6-14=580/881, 6.15=-580/881, 5-15=580/881
WEBS 28=10/260, 2.5=851/626
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; End., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210lb uplift atjolnt 1, 151 lb uplift at joint 3 and
233 lb uplift atjolnt 5.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support ooncemrated load(s) 28 lb down and 28Ib up at 15-1, 100
lb down and 138 lb up at 1-6-1, 881b down and 90 lb up at 44-0, 110 Ib down and 42lb up at 44-0, and 151 lb down and 168lb up at
7-1-15, and 145 lb down and 1581b up at 7-1-15 on top chord, and 8lb down and 16 lb up at 1.6-1, 40 to down and 96lb up at VS-1, 29
lb down and 2716 up at 44-0, 28Ib down and 3 to up at 44-0, and 551b down and 38lb up at 7-1-15, and 5916 down and 27 lb up at
7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced); Lumber Increase=1.25, Plate increase=1.25
Uniform Loads (pinVert 1-3�70,4-7�20
Goncentraoads (lb)
ntdlL0=557(B)12=-89(F=52, B=38)13=47(F=7, 8=53)14=-13(F=-16, B=3)1S70(F=-43, B=27) \�\\\\�\PN
\� ICU/ CENSF.`��i�_
1PH 760
N-le
TAT F
i
i/
Girdm
4
LOADING(pct) SPACING• 2-10 CS'.
DEFL. in Qoc) Udell Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 VeA(LL) -0.09 &15 >999. 240 MT20 244/190
TCDL 15.0 Lumber DOL 125 BC 0.58 Ven(CT) -0.09 &15 >999 180
BCLL' 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.01 6 nla We
BCDL 10.0 Cade FBC2017fTP12014 Matrix -MS Weight: 50 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purims.
SOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2.4 SP No.3
OTHERS 2k4 SP No.2 'Except*
02: 2x4 SP No.3
REACTIONS. All bear n s; Medianical except Qt=length) 2�-10-15, 7=0-11-5.
Qb)- Max Horz2-247(LC 4)
Max Uplift All uplift 100lb or less at]oint(s) 5,6 except 2=-347(LC 4), 7=527(LC 4)
Max Grav All reactions 250 lb or less at jolnt(s) 5, 6 except 2=525(LC 31), 7=653(LC 31)
FORCES. Qb) - Max CompJMax. Ten. -Ail forces 260 Qb) or less except when shown.
TOP CHORD 2-16=680/169, 16-17=612/195, 3.17=5281199
BOT CHORD 2-19--2731472, 19-20=2731472, 8-20=273/472, 8-21=-273/472, 7-21=2731472
WEBS 4-7=2671312,3.7=5571322
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf•, BCDL=5.Opsf, 11=16ft; Cat. It; Exp C; End., GCpl=0.18;
MWFRS (envelope); pomh left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a, 10.0 psf bottom chord live load nonconcumardwith any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanlW cennectlon (by ohers) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5, 6 except Qtdb) 2=347,
7=527.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 lb down and 138 lb up at 1-6-1,
1001b down and 1381b up at 1-6.1. 110 lb down and 42lb up at 4-4-0, 110 lb down and 42 lb up et 4-4-0, and 146 lb down and 158 lb up
at 7-1-15. and 145lb down and 168 lb up at 7-1-15 on top chard, and 89 lb down and 96 lb up at 1.6-1. 89lb down and 961b up at 1.6-1.
76 Ih down and 3 to up at 4-4-0, 76lb down and 3lb up at 4-4-0, and 98 lb down and 27lb up at 7-1-15. and 96 lb down and 27lb up at
7-1-15 on bottom chard. The designiselection of such connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (3).
LOAD CASE(S) Standard
1) Uniform W d (plf) diced): Lumber Inaa Dead - Live ease=1.25, Plate Inease=1.25 \\\\�\_ A -at
ConcentratedVert;lLoads(lb)13=20 \���� \CENgF"<�/i
Vert; 16=115(F=57, B=57)18=75(F=36, B=-38)19=107(F=53, B=53) 21---54(F=•27, 8=27) R 60
LOADING(rA SPACING- %0 CSI. DEFL In Qoc) Well Ud I PLATES GRIP
TOLL 20.0 Plate Gdp DM 1.25 TC 0.75 Vert(LL) -0.07 7-14 >999 240 MT20 2441190
TCDL 15.0 LrrmberDOL 1.25 BC 0.67 Vert(CT) 0.07 7-14 >999 180
BCLL 0.0 Rep Stress'nor NO WB 0.32 Horz(CT) 0.01 6 n1a We
BCDL 10.0 Code FBC2017f P12014 I Mabix-MP Weight 45 lb FT=20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.2 •Except•
012x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0-1&15 (min. 0-1-8), 6=Mechanical
Max Harz2=296(LC 4)
Max UplifI4-199(LC 4), 2=-373(LC 4), 6=204(LC 9)
Max Gmv4=177(LC 1), 2=621(LC 31), 6=401(LC 31)
FORCES. Qb) - Max. Comp./Max. Ten. -All forces 260 Qb) or less except when shown.
TOP CHORD 2-15=-8721330, 3.15=7851375
BOT CHORD 2-17=4671762, 7-17=-467f762, 7-18=467f762, &16= 4671762
WEBS 3-6=-8241505
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7.4 oc pudlns.
BOT CHORD Rigid ceiling directly applied or 8-5-9 on bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vssd=124mph; TCDL=5.(Ipsf; BCDL=5.Ops(; h=16fk Cat II; Exp C; Part End.,
GCph0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) This truss has been designed for a 10.0 psf bottom chord live load nonoonanentwith any other live loads.
4) Referto girder(s) for truss to truss connections.
5) Provide mechanical connection (by otters) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=1b) 4=199,
2=373, 6=204.
6) Hanger(s) or other connection devices) shall he provided sufficient to support concentrated load(s)130 lb down and 138 lb up at 1-6-1.
130 lb down and 138 lb up at 1-61, 118 lb down and 120 It,up at 4-4-0, 141 lb down and 72lb up at 44-0. and 181 lb down and 198 lb
up at 7-1-16. and 176lb down and 188lb up at 7-1-15 on top chord, and 40 lb down and 96lb up at 1-6-1, 40 lb down and 96lb up at
1-&1, 29 lb down and 27 lb up at 4-4-0, 281b down and 3 lb up at 44-0, and 55lb down and 38 lb up at 7-1-15, and 59 lb down and 27 lb
up at 7-1-15 on bottom chord. The designlselec0on of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard \\\ jvj B /
1) Dead + Roof Uniform Loads (pl(balanced): Lumber Increase=125, Plate increase=1.25 \\�\\ \p.N_� LN z,
Vert. 1-4=70, 512-20
Concentrated Loads (ib)
. Vert 7=•13(F=16, 8=3)15=115(F=57, 8=57) 16=-89(F=52, 8=38)17=107(F=53, 8=53)18=70(F=43, B=27) j P 760 =
D; S,T Fp;
0 �
i c 1.4ORIDP-i
js 0 NA l `ENG\\�\\\
4x4 =
HE
LOADING(pef)
SPACING- 2-0-0 CSL
DEFL. in Qoc) Udell L/d
PLATES GRIP
TCLL 20.g
Plate Grp DOL 125 TC 0.52
Vert(LL) .16 6-13 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25 BC 0.48
Vert(CT) -0.10 6-16 >999 180
BCLL 0.0
Rep StrewIner YES WB 0.12
Hoa(CT) 0.01 4 Na nla
BCDL 10.0
Code FBC2017RPI2014 Matrix -MS
Weight 58lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP N0.2
TOP CHORD Structural wood sheathing directly applied or 6-4-12 as puriins.
BOT CHORD 2x4 SP No2
BOT CHORD Rigid selling directly applied or 1040-0 as bracing.
WEBS 2.4 SP No'3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=D-8.0 (min. 0-1-8), 4=0-" (min. 0.1.8)
Max Hoa2=86(LC 7)
Max Upli82-223(LC 8), 4-223(LC 9)
Max Grav2=730(LC 1).4-730(LC 1)
FORCES. (Ib) - Max Comp.IMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=7831192, 3-4=7831192
BOTCHORD 2.8=821618,4.6-821618
WEBS 3-6=01307
NOTES-
1) Unbalanced roof live loads have been considered for this design. '
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst BCDL=6.OpsF h=168; CaL 11: Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 '
3) Ali plates ere MT20 plates unless otherwise Indicated.4)
This Wss has been designed for a 10.0 psf bottom chard live load nonconcurrent with
any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=223,
4=223.
LOAD CASE(S) Standard
P 760
Rol
40 =
Dead Load Dell.-11161n
I II, ro
LOADING(psf) I SPACING- 2-Ofi CSL DEFL In Qoc) Well Lid I PLATES GRIP
TCLL 20.0 Plate Grip. DU 1.25 TC 0.70 Vert(LL) 0.11 B-13 >999 240 MT20 2441190
TCDL 15.0 Lumber DI 1.25 BC 0.89 Vert(CT) -0.19 Fi13 >810 180
BCLL 0.0 Rep Stress Ina NO INS 0.16 Horz(CT) 0.01 4 nla Na
BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight 58 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc pudins.
SOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 2x4 SP No.3
OTHERS 20 SP No.3
REACTIONS. (size) 2=0-M (min. 0.1-8),4=0-8-0 (min. 0.1-8)
Max Horz2=86(LC 24)
Max Up1182=345(LC 8), 4=345(LC 9)
Max Gmv2=893(LC 29), 4=892(LC 30)
FORCES. Qb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 23=980/340, 3-0=9871340
BOT CHORD 2-17= 220/880, 6-17=220/880, 6-18=-2201880, 4-18=-220/880
WEBS 3-6=841433
NOTES-
1) Unbalanced roof live loads have head oonsidered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opst BCDL=5.Opsf; h=1611; Cat. II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 -
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 pat bottom chord live load rlonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=345,
4=345.
6) Hanger(s) or other connection device(s) shall be provided sufBdent to support concentrated load(s) 262 lb down and 132 lb up at 2-8-12,
and 262 to down and 1321b up at 103-4 on bottom chord. The designiseledion of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) sector, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Unifor
Loads (plf)
+ Concentrated ed Loads (bVert8==1 --20 37(F)
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Dead Load Defl. -1181n
LOADING(pst) I SPACING- 2-0-0 Ca I DEFL in Poo) Wall Ud I PLATES GRIP
TCLL 20.0 Plate Grip OIL 1.21 TO 0.64 Ved(LL) 0.14 6.15 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) .0.25 6-15 Nth 160
BCLL 0.a Rep Stress Incr NO WB 0.90 Horz(CT) 0.04 4 nla n/a
BCDL 10.0 Cade FBC2017RP12014 Matrix -MS Weight 147 lb FT=20q
LUMBER -
TOP CHORD 2x4 SP No.2'Excepr
T2: 2x4 SP M 31
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.2 *Except`
WI: 2x4 SP N0
.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (size) 2-0-8-0 (min. 0-1.8), 4=0-8-0 (min. 0.2-7)
Max Hoa2=86(LC 23)
Max Uplife-1184(LC 8), 4=1903(LC 9)
Max Gnw2=3447(LC 1), 4=5816(LC 1)
FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=696312365, 3-0=8990/3035
BOT CHORD 2.7=204416153, 6-7--211216405, 6-16=263618018, 16.17=-263618018, 4-17=263618018
WEBS 3-8=267718013, 3-7=-13241523
NOTES-
1) 2-ply buss to be connected togetherwith 10d (0.1319C3' nails as follows:
Top chords connected as follows: 2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 -1 row, at (3-2.0 oc, Except member 73 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.,
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; VuIp160mph (3-second gust) Vssd=124mph; TCDL=5.Opsf; BCDL=5.0pst h=16R Cat II; Exp C; Encl., GCp1=0.18;
MWFRS (envelope); Lumber DOL--1,60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bodom chord live load nonconcuneta with any other live leads.
7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Pt=lb) 2=1184,
4=1903.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43021b down and 1643Ib up at 7-1-\8�' M - 134
and 17131b down end 5161b up at 9-0.12, and 17871b down and 5131b up at 11-0-12 on bottom chord. The dullinlselectlon of such\ \P,\J
' connection device(s) Is the responsibility of others. \�\\��-�
LOAD CASE(S) Standard
1) Deed * Roof Live (balanced): Lumber Increase=1.25, Plate Ipmase-1.25 R 760 % =
Unffarro Loads (pin '}1t/—tea_ 1 ! -
Vert 13=70, 3-5=70, 2-0=20 I
Concentrated Loads Pb)
Vert 6=4302(B)16=1713(B)17=1787(B) �\ S7' T F/� !�
��6``.�ORIDP `���.
q(t),
4x7 =
4x4 =
4 11
LOADING(pst)
SPACING- 2;%
CSI.
DEFL. in (too) VdeB Lid
PLATES GRIP
TCLL .20,0
Plate Grip DOL 1.25
TC 0.37
Vart(LL) 0.06 8-9 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.47
I
Vert(CT) -0.08 6.9 >999 180
I
I
BCLL 0'0
Rep Shess Incr NO
WB 0.12
Horz(CT) M03 5 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight. 65lb FT=20%
-LUMBER. BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7.8 on pudins.
SOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling directly applied or 6-8-0 on bracing.
WEBS 2"
SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 0-3-8 except at -length) 2=3.0-1, 6=2.11-16.
Qb)- Max HOM2=-71(LC6)
Max Uplift All uplift 100 lb or less atjoint(s)10, 7 except 2= 525(LC 8), 5=-527(LC 9)
Max Grev All reactions 250 lb or less atJoint(s)10, 7 except 2=919(LC 29), 5=924(LC 30)
FORCES. Qb) - Max. Comp./Max. Ten. - Al forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-15191925, 3-21=-1318/862, 4-21=1318/862, 4-5=-0527/921
BOT CHORD 2-10=75511370, 9.10=755/1370, 9.22=75711389, 6-22=75711389, 7-8=74211359,
5-7=74211359
WEBS 3-9=62/394,4-8=71/417
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL-S.Opsf; h=168; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=t.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift atjoim(s)10, 7 except at -lb) 2-525
,5=527.
6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(&) 223 lb down and 286Ib up at 5-0-0,
end 144 lb down and 162 lb up at 6.6.0, and 223 lb down and 286 lb up at S-0.0 on top chord, and 387lb down and 117In up at 5.0.0,
and 63 lb down and 241b up at 6-&0, and 3B7 lb down and 117 lb up at 7-11-4 on bottom chord. The design/selectlon of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
t) Dead + Roof Live Uniform Loa 1 (p'f701e3d a70L4fibe70, 518=205, Plate Increase=1.26 M 8(Vert�///���/
Concentrated Loads Qb) \� ��. �yGENgF`'9`���ii
Vert 3=87(F) 4=87(F) 9=1129(F) 8=129(F) 21=-67(F) 22=35(F)
r ((�{((�{{{'������� JJJJ \
\�� ORIDP ;���.
�i// j; ON�,�NG�\��
W
4-1-15 l 84-0
' 41.15 4.2.1
4x4 =
2
2c8
b
2x6 II NOP2XMP=
NOP2X STP= 2xe It
LOADING(psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 VedQ1) -0.04 5 >999 240 MT20 2441190
TOOL 15.0 LumberDOL 1.25 BC 0.32 Vart(CT) -0.09 5 >999 180
BCLL 0.0 Rep Shass Inv YES WB 0.04 Hoa(OT) 0.00 4 n1a We
BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight 34 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or S-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing.
REACTIONS. (size) 64-8-0 (m1n.0.1-8), 44-8-0 (min. 0-1-0)
Max Horz6=40(LC 4)
Max Uplift8=92(LC 8), 4=92(LC 9)
Max Grev6=362(LC 1), 4=362(LC 1)
FORCES. (tb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=297198, 2-3=297I98,1-6=271It08, 3-0=271If09
NOTES.
1) Unbalanced mof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsF h=left; CaL II; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 6, 4.
LOAD CASE(S) Standard
RE-760st
"0 1 S F 4 1
/j//; 10NAIIENG\\��
n
4x4 =
2
44
3
1x4 II IA II 1x4 II
LOAOING(psf)
SPACING-
2-0-0
125
CSI.
TC 0.14
DEFL
Vert(LL)
In Poo) Well Lid
-0.01 6-14 >999 240
PLATES GRIP
MT20 2441190
TCLL 20.0
TOOL 15.0
Plate Grip DOL
Lumber DOL
1.26
BC 0.20
Vert(CT)
-0.02 6.14 >999 180
BCLL 0.0
Rep Stress Ina NO
WB 0.04
Horz(CT)
0.00 4 We We
Weight 42 lb FT=20%
BCDL 10.0
Code FBC201711PI2014
Matrb-mp
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 oc pudins.
SOT CHORD 20 SP No.2 'Except
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .
F2.2x4 SP No 3
JOINTS
1 Brace at Jt(s): 6
WEBS 2x4 SP No.3
REACTIONS. (size) 1=D-13 (min. 04-8), 4=0-13 (rein. 0-1-8)
Max Horc1=30(1-C 29)
Max Upliftl-129(LC 8), 4-129(LC 9)
Max Gra0=371(LC 36), 4=371(LC 37)
FORCES. Ohl- Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=5721203, 23=-0851195, 34=-5721203 -
BOT CHORD 1-6=1481497, 5-6=1461502, 4-6=1481497
NOTES-
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psF, BCDL-5.0psf; h=16ft; Cat II; Exp C; End., GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live leads.
5) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)1, 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)1=129,
4=129.
7) Hanger(s) or other connection device(s) shag be provided sufficient to support concenhared load(s)196 Ib down and 1231b up at 3-0-0.
and 196 lb down and 123 lb up at 4.8.0 on top chord. The deslgNselectlon of such connection device(s) Is the responsibility of others.
8) In the LOAD CASE(S) sec8on, loads applied to the face of the truss are noted as frond (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase 125, Plate Inerease=125 '
Uniform Loads (plf)
Vert 1-2=70, 23=70, 34-70,12AS-20
RE 760
7M-
-O 1 S/7�' F
0 \ORIDP
2A It
4
LOADING(psf)
SPACING- 2-0
CSI.
DEFL. in (toc) Udell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.38
Vert(LL) -0.02 6-11 >999 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0,33
Vert(CT) -0.05 6.11 >999 180
BCLL 0.0
Rep Stress Ina YES.
WB 0.40
H=(CT) 0.01 5 n/a n/a
BCDL 10.0
Code FBC2017r P12014
Matrix -MS
Weight 61 lb FT=20%
LUMBER-
TOP CHORD 2x4 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
and verticals.
BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
OTHERS 2x4SP No.3
REACTIONS. (size) 2=0.6-D (min. 0-1-8), 5-Mechanical
Max Hom2=313(LC 8)
Max Upl'dt2=163(LC 8), 5=224(LC 8)
Max Grav2=647(LC 1). 5=476(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less
except when shown.
TOP CHORD 2-3=681/87
i
BOT CHORD 2-6=251/530, 5.6=2511530
WEBS 3-5=-590/279
NOTES-
1) Wind: ASCE 7-10;'Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=160; Cat 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp OOL=1.60
2) A0 plates are MT20 plates unless otherwise Indicated.
3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Referto girder(s) for truss
to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except (jt=1b) 2=183,
5=224.
LOAD CASE(S) Standafd
3x4 = 1x4 II 3x4 = 3x7 =
1 a 10 2 11 3 12 4
1
W1
W1
W1
WI
B
7 6 3x5=
n
3xil =
a
5
2.6
II 2xa II
NOP2X STP=
LOADING (psf) SPACING- 24]-f1 CSI. DEFL in (loc) Udall Ltd PLATES GRIP
TCLL 20.a Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.03 6-7 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.06 6-7 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.75 Herz(CT) 0.01 5 rua rda
BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight 124 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing.
REACTIONS. (size) 8=03-0 (min. 0-1-8), 5=Mechanical
Max Uplifts-971(LC 4), 5=964((_C 4)
Max Gmva=2225(LC 1), 5=2869(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1.6=-21811981,1.9-2097ff47, 9-10=2097f747, 2-10=2097f747, 2-11=20971747, 3-11=20971747,
3-12=3380N207, 4-12--338011207, 4-5=28001966
BOT CHORD 6-7=120713380
WEBS 1-7=-874/2455, 2-7=-4281216, 3.7=15421562, 3-0=21561841, 4.6=1412/3918
NOTES-
1) 2-ply loss to be connected together with 1 Od (0.131"1 nails as follows:
Top chords connected as follows: 2x4 -1 row at 0.9-0 us.
Bottom chords connected as follows: 2x4 -1 row at 0-" oc.
Webs connected as follows: 2x4 -1 now at 0-9-0 om
2) All loads am considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as IF) or (B), unless otherwise Indicated.
3) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsP,, BCDL=S.Opsf; h=1Sit CaL II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJolnt(s) except Qt=lb) 8=971,
5=964.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 548 lb down and 359 lb up at 0.1-12,
3191b dawn and 1531b up at 1-1-13, 1081b down and 48lb up at 3-1-13, 1821b doom and 8216 up al 5.1-13, end 2101 Ib down and 904
lb up at 7-0-12, and 1040 Illdown and 272 lb up at 9-0-12 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Un0orm Loads (plf)
Verb 1-4=70, 5-8=-20
Concentrated Loads (Ib) �' I
Vert 1=4593=21019=31910=6211=15212-1040 OIgE (Qqj
ONAI
°1-.1
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL In (loe) Well
Ud
PLATES GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.33
Vert(LL) 0.00 9 >999
240
MT20 2441190
TCDL 15.0
LumberDOL
1.25
BC 0.08
Vert(CT) 0.00 9 >999
180
,
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT) -0.00 4 Na
nla
BCDL 10.0
Code FBC20171fP12014
Matrix -MP
Weight 10 to FT=20%
' LUMBER
BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechaniral, 2.0-" (min. 0.1-8), 4=Machanloal
Max Hom2=66(LC 8)
Max Upl'dt3=39(LC 1). 2-153(LC 8), 4=-68(LC 1)
Max Grav3=34(1-C 4), 2=340(LC 1). 4=50(LC 4)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (1b) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.OpsF h=16ft; Cat 11; Exp C; End, GCpI=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has beep designed for a 10.0 psf bottom chord live load nonconanentwith my other live Wads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjolnt(s) 3.4 except Gt=1b) 2=153.
LOAD CASE(S) Standard
R 760
20 =
LOADING(psf) SPACING- 2-0-0 CS'. DEFL in Coo) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL L25 TO
0.01 Vert(LL) -0.00 6 >899 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 me Na
BCDL 10.0 Code FBC2017frP12014 I Matrix -MP Weight a lb FT = 20%
LUMBER- BRACING.
Top CHORD 2x4 Sp No2 TOP CHORD Structural wood sheathing directly applied or 1-" 0o pudins.
BOT CHORD 2x4 Sp No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=0-8-0 (min. 0-1-8), 2=Mechanical, 3--Mechanical
Marc Horc1=35(LC 8)
Max Uplig1=15(LC 8). 2-25(LC 8), 3=10(LC 6)
Max Gmv1=46(LC 13), 2=31(LC 13), 3=21(LC 13)
FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1 tic Cat. 11; Exp C; Part. End.,
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This Was has been designed for a 10.0 psf bottom chord live load noncencument vrith any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprA atjoint(s)1, 2, 3.
LOAD CASE(S) Standard
VICENgF�`��ii
P 760
tt ST Tf F q
pR
4O IDP
\A1
LOADING(A SPACING- 2-0-0 CSL I DEFI.. In (loc) Well L/d I PLATES GRIP
TCLL 20.0 Plate Grip Ved(LL) p DOL 1.25 TC 0.33 -0.00 4-9 >999 240 MT20 244/190
TCDL 15.0 LumbsrOOL 1.25 BC 0.06 Vert(CT) -0.01 4-9 >999 180
BCLL 0.a Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 We We
SCOL 10.0 Code FBC2017/TP12014 Matrix -MP Weight 16 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 Sp N0.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOT CHORD 2x4 Sp N0
.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 Sp No.3
REACTIONS. (size) 3=Mechanical,2=D-8-0 (min.0-1-8),4=Mechanical ,
Max Horz2=114(LC 8)
Max UpIM$=-47(LC 8), 2=114(LC 8)
Max Gmv3=64(LC 1), 2=328(LC 1), 4=45(LC 3)
FORCES. Ob) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown.
NOTES-
1) Wlnd: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF; h=16ft; Cat, 11; Exp C; End., GCpl--0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift atjolnt(s) 3 except at -lb) 2=114.
LOAD CASE(S) Standard
W=
LOAOING(psl) I SPACING.
27 I CSI. DEFL. in (Joe) Well L/d
TCLL 20.0 Plate Grip DOL 125 TC 0.12 Vert(LL) 0.01 3-6 >999 240
TCDL 15.0 Lumber DOL 1.25 Sc 0.11 Vert(CT) -0.01 3-6 >999 180
BCLL 0.0 Rep Stress lna YES WB 0.00 Horz(CT) -0.00 2 n/a We
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER- BRACING -
PLATES GRIP
MT20 2441190
Weight: 10 lb FT=20%
TOP CHORD 2x4 SP No2 'TOP CHORD Structural wood sheathing directly applied or 3-" oc pudins.
GOT CHORD 2x4 SIP No2 BOT CHORD Rigid ceiling directly applied or 1D-D-0 oc bracing.
REACTIONS. (size) 1=0-" (min. 0-1-8), 2=Mechanical, 3=Mechanical
Max Horzt=105(LC 8) ,
Max Upliftl=-08(LC 8), 2=91(LC 8), 3=12(LC 8)
Max Gmv1=139(LC 13), 2=105(LC 13), 3=57(LC 3)
FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 0b) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=5.0psf, BCDL=5.0psh h=16f; Cat. 11; Exp C; Part End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This buss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
4) Referto girder(s) for truss to truss connections.
5) Provide mechanlcal,connecllon (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1, 2.3.
LOAD CASE(S) Standard
Hangers
Face Mount Hanger Charts
MiTek'
Floorj
Rdif.-71
UpRW
jad Sim
MY
Nad X
-10a%
SCIM1160%
WW4
U314
16
2-9116
1C.MS
2
1 _118
8
Ild
6
1110-112:
.-22W
25U
2M
1135
_L_
18
16d
6
IDW-112
2645
-3006
3010
'1135--1
HD314
HM14
14
Z4116
11-5116
2-112
I
1-1/8
min
Is
16d
--L
lOdx 1-1/2
.2=
1280
JM2L
24
12
-269F
4170
206.
306
H041F
M6314
14
2_9116
11-5116
2-112
I
FEW7
"
16d
a
lod Xl-lt2
0
�
IM
-C
I
. 24
12
..
Z
H3316
HM16
14
2-MG
13-SPI6
2-M
1-116
ft
18
-Ma
IN
a
- H2
10dZI-12
M25
I
I
2-61
4435
HMO
HMO
1
14
2-916
13-SM6
2-I2
is
16d
- H2
ladxl.1/2
RMW
343425
ISM`
28
2045.
4!i*
4.,
H038-2
HU38-2
A�
2-1/2
, Mbi
'la,
.4
. -..
.
IWO
1735 :
IM
.'780
2155 .
2430
...
2510
.1170
.
.
.
. .
. ::...,
:..
'11/8
.
'14,
HD38-2
HU38-2
14
5.118
G-V8
2-12
1-1/8
-!En-
'a
16d
-L
10d
IRI
173S
L86S
780
3 10
Mart
14
6
2155
!M
2610
ilM.
(2) x
HD310-2
H11310-2
.14
is
a
2-1 A
1-1/8
14
IN
--L
10d
2155
243D
2610.
• 117Q
Ma
Ma
2D
10
3080
3473
37125
1625
S
At
16''a".
16d.-.
LIL
2465
2.0
2980
-1065:
t14
-
ax.
7A
W.
3M:
4170
447D
.2340
(2)3xl4
ISM12-2
HU12-2
5-1/0
10
2-12
1-118
Ubt
16
lad
8
lod
2465
7780
2980
'1065
Max-2-4
I
r=_5_
417M
4470
230
Utsz,
18
4-518
LA-1,2
1.' 2'.
-1
..4
lad
-4,
F :16d j
1040
iISS
1220
1355
6
4tg1..
10d
Od
!Odt
1000
1120111651
380;
1
8:
.1 ad
+KI
1165
1165
11651
380 .1
..... ..... ..... ..... .
4102i-3
lir26�3
jq-
4:112
2-1/2
-1
1390
1490
7W
Max
'12.
Od.
11230'
R50
208S.
Z1351
1170:
0.
41h.
Z
i,
I
4;
0 d
1230
1390
111K
780
t,
-M.
F.., 12,
-- -
1850-
MS.
ZZ3S
1170
F2
MS26-3
I UIS26-3
IS
14-0
4.112
2
-
4
16d
4
Ifid
:1040:
1185
1220
_1355-
aM28-3 -FU=
-3
is
ta
am
-2
1
-
6
16d
4
Ifid
1325�
1310
IFA
U%
SLK553
U25-3
1
16
4-51B
5-1/4
2
1
-
8
10d
2
lad
1
1120
1165
8
lad
2
10d
1165
1165
1165
380 .
HD26-3
Krr,3
14
4-51S
I 4-V2
12-112
1-118
"n
--'
lad
-A-,
10d
1230
1390
1490
�7
780
2x a
Ma
12�
6
law
r 25&
2235
lim
(3)
HD26-31F
I RE2r,3
14
4-M
4-12
I 2-112
San
8
lad
--L
10d
31
2 _
I 490
780.
Ma-1-2d
a
SOS
2085
2Z35
.1170%1'
1
14
4-0
6-316
12-142
-1.1
1418
At
10
16d
-±-
10d
'50
1735
1889
.780.
Max
14
6
2155
2430
2610
1170..
K028,30
14
4-W
6.318
12-112
-
M"
"
Isd
4
lod2153
1540
MILS22
711
1
Un
14
6
2610
117D
J152B-3.*
'.19.,
4-518
6-M.
Z
7. 1
-lad'.
`16d
1325115let-16M
1355
1
Ila..
4-mA
&za
-Z,
I,
a,'
16e,
S-1
-.16d 11845
2I05
22M
Issa'.
"14'
-10d-
• S..
10d
1750
'1965
21120
Al
14
16d .
6--.
10d..-:
20M
ZM
:25M
.1135
�(4
-lid
1735
IBM
14
2155
2430
2616
1170
1
Mil, "
'An
t6d�L4
150
1735
1865
'-780
_A
la
ix
2165-
2430
2810
1170:
low
led
.55:
.. 2436
22010
1MMU
114�
'20..,
'T
10:
3 OW
.3475
3nS
ING.
--T-17F4T
DiKLIK
I 'a -
:7:
2w
2W
WE
. 1
-ZM-210-3
Max.
W,
AS..
3MQ
ans
BMW
I
P �DaL_Z
-14::
4-A
I AJ -J.
47."t
TT&
�4�442
YM
1) UpM but here been boused 60%forwUW nr spismi, Im ds- n, fard w Increase shag he pemdttPd.
2)16d dnkas (0.148 dia. x 3-IA'Iard maybe used at 0.84 afthetwe load where lad 'AM 7hlsd,-ndap*t3.nL%MMUSsblnaBbmgem
3) WS3Wad Sam we 114"x 3"long and are hwkided wfth HDQ h
4) MARS: lad mulsare 0.148' c2a. x3'bn 16d m1sam 0.162' dUL x 3-1/2" Wig.
Nmvpmditl wupdgedpmdudbWnaffanmdedpatedlnbhwfoffL
Cowasimandsh XS1aWessSW EgGaIdCoat SHOO MTdpieZhE
Cmiftedminedpage 117
u n
201t NOP2XSIP=
LOADING(psf) SPACING• 21 CSI. DEFL. in goo) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0AO Vert(-L) -0.00 34 1999 240 MT20 244119D
TCDL 16.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 3-4 >999 180
BCLL 0.0 Rep Stress Inc NO WB 0.00 Horz(CT) 0.00 3 n1a nfa
BCDL 10.0 Code FBC2017frPI2014 Matrix -MR Weight: 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 340-0 oc pudins, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or IG-M oo bracing.
REACTIONS. M (size)
sU pfdt4--M 4--Mechanical,
3=D-M C 4) . G-1-8)
Max Gmv4=301(LC 28), 3=306(LC 1)
FORCES. (lb) - Max. Comp./Max. ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=281/115
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=1lift; CaL II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Ali plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
5) Referto order(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except Qt=lb) 4=112,
3=100.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 316 lb down and 129 lb up at 1-11r1 on
top chord, and 158 lb down and 142 lb up at 0-1-12 on bottom.chord. The design/selection of such connection device(s) Is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Incease=125, Plate Incesse=1.25
Uniform Loads (plf)
Vert 1-2=70, 34-20
Concentrated Loads fib)
Vert 4=59(B) 5=278
kCE
60
7' I
�0 ��j F
mO
6t
I
LOADING(pst) SPACINGS 2-00 CSL DEFL. In Goc) Well Ud PLATES GRIP
TCLL 20.0 Plate Orip DOL 1.25 TC 0.33 Vert(LL) - 0.05 4-9 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.06 49 >999 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n1a We
BCDL 10.0 Cade FBC2O17rM2014 Matrix -MP Weight•22 lb FT=20k
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing, directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP NO2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing.
OTHERS 20 SP No.3
REACTIONS. (size) 3=Mechanical, 2=048-0 (min. D-1.8), 4=Mechanical ,
Max Horz2=217(LC 6)
Max Upifft 151(1-C 8), 2=159(LC 8), 4=-4(LC 8)
Max Grav3=169(LC 13), 2=397(LC 1), 4=89(LC 3)
FORCES. Gb) - Max Comp./Max Ten. - All forces 250 Gb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. II; Exp C; Part. End.,
GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 4 except Gt=lb) 3=151,
2=159.
LOAD CASE(S) Standard
4�
2x4 =
LOADING(pst)
SPACING-
24)-0
CSI.
DEFL In (lac) Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip OOL
1.25
TC 0.39
Vert(LL) 0.07 3-6 >905
240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
Be 0.31
Vert(CT) -0.07 3.6 >816
180
BCLL 0.0
Rep Stress Ina
YES
WE 0.00
Horz(CT) .0.00 2 n1a
nla
BCDL 10.0
Code FBCZ017ffPI2014
Matrix -MP
Weight: 1611, Ff=20k
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins.
BOT CHORD 2x4 SP No2 BOT CHORD Rigld ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (arse) 1=0.30 (min. 0-1-8), 2=Mechanical, 3=Mechanical
Max Hort1=176(LC 8)
Max Upl1hl=-81(LC 8), 2=159(LC 8). 3=13(LC 8)
Max Gmv1=233(LC 13), 2=180(LC 13), 3=96(LC 3)
FORCES. Qb) - Max. Comp.lMax. Ten. -Ail forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-5.0psf; BCDL=5.Opsf; h=16ft; Cat II; Exp C; Part. End..
GCpl=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
3) Refer to gbder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to beadng plate capable of Wthstanding 100 lb uplift at joint(s)1, 3 except at --lb) 2=159.
LOAD CASE(S) Standard
tG
0
0 Nell
MW-2645avlu— J7
jpudhem Truss, FL Px_, FL, 36as1
8
1
1
1
Dead Load Dan. =1181a
LOADING(psf) SPACING- 2-00 CSI. DEFL In (loc) Vdefl L!d PLATES GRIP
TCLL 20.0 Plate Gdp DOL 1.25 TC 0.75 Vert(LL) 0.13 4-9 >634 240 MT20 2441190
TCDL 15.0 LumberDOL 1.25 Be 0.55 Vert(CT) -0.24 4.9 >348 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 Na We
BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight. 28 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD 2x4 SP N0
.2 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 3=Mechantcal,2=043-0 (min. 0-1.8),4--Mechanical ,
Max Horz2=215(LC 8)
Max Up1II3=143(LC 8). 2=133(LC 8)
Max Grav3=204(LC 1),:-478(LC 1). 4=131(LC 3)
FORCES. (ib) - Max. Comp./Max Ten. -All forces 250 (ib) or less except when shaven.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.OpsF, h=168; Cat. 11; Fxp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All pietas are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 Ib uplift at Jolnt(s) except at -lb) 3=143,
2=133.
LOAD CASE(S) Standard
MI B4
f P 760 /
ONAL1ENG \\\\
25i
3x4 = Dead Load De/L =1116 in
dx4 II
3 4
i
LOADING(psf)
SPAGNG-
2k0
CSI.
DEFL. In Qoc) gde8 Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.90
Vert(LL) -0.05 5.10 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.36
Vert(CT) -0.12 5.10 -712 180
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Hoa(CT) 0.00 2 nfa nla
BCDL 10.0
Code FBC2017frP12014
Matrix -MR
Weight 33 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-40 oc pudins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=M-0 (min. 0.1.8), 5=Mechanical
Max Horz2=198(LC 8)
Max UpIM2=139(LC 8), 5=121(LC 8)
Max Gmv2-475(LC 1), 5=287(LC 1)
FORCES. Qb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psY, h=16$ Cat II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It -lb) 2=139,
5=121.
LOAD CASE(S) Standard
\\. ENS�.\���i
R 760 . `7 75
1 3T T�F F [} %
.Ll
3
LOADING(pst) SPACING- 2-0-0 CSI. DEFL In Doc) Well Lid PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.03 7-12 >991 240 MT20 2441190
TCDL 15.0 Lumber D, 1.25 BC 0.89 Vert(CT) -0.06 7-12 >9g9 180
BCLL 0.0 Rep Stress Ina NO WB 0.34 Horz(CT) 0.01 6 Na nla
BCDL 10.0 Code FBC2017ITP12014 MetrIx-MP Weight 36lb FT = 20%
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2-15 cc puffins.
BOT CHORD 2x4 SP NO
2 BOT CHORD Rigid calling directly applied or 9-3-0 cc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=Merhanlcal, 2=0-8.0 (Mn. 0.1-8), 6=Mechanics)
Max Horz2=215(LC 21)
Max Uplift4=-72(LC 21), 2=-334(LC 6), 6-250(LC 8)
Max Gmv4=83(LC 13), 2-1020(LC 1). 6=766(LC 1)
FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shovm.
TOP CHORD 2-0=10791264
BOT CHORD 2-13=-3601952, 7-03=-3601952, 7-14=3601952, 614=-3601952
WEBS 3-7=-1921759, 3.6-11241425
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=16ft; Cat. 11; Exp C; Enc., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Ali plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 pal bottom chord live load nonconcunenl with any other live loads.
4) Refer to girders) for buss to buss connections.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding'IOO lb uplift atjbint(s) 4 except gt=1b) 2=334.
6=250.
7) Hanger(s) or other connection device(s) shall be provided suf6clenito support concentrated Iced(s) 470 lb dawn and 205lb up at 1-8-12.
and 312 lb down and 100 lb up at 3-8.12, and 312lb down and 100lb up at 5-8-12 on bottom chord. The designtselection of such
connection device(s) Is the responsibility of others.
8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Uniform Loads (ply looted): Lumber Increase=as Dead + Roof Live 1.25, Plate Incree=1.25 \\\\\\\N1 M. Bt
Vert: 1.4=.70,510=-20 \ \p`--- �!
• Concentrated
.312(B)13=-470(B)14=-312(B) . . S�.`���i
j °<<`.<ORIDF\����� .
!///ss ONA S' \\\\
E
-z-0-0 2-8-0 7-0-0
2-0-0 l 2-6-0 l 440
Dead Load Dee. - 3116In
14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL in Qoc) I/defl Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.82 Vert(LL) 0.21 3-5 1395 240 MT20 2441190
TCDL 15.0 Lumber D1 1.25 BC 0.69 Verl(CT) -0.30 35 �274 180
SCLL 0.0 Rep Stress Inch YES WB 0.00 Horz(CT) 0.16 5 n1a n/a
BCDL W.0 Code FBC2017rrP12014 Metric -MR Weight 30 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP Nm2 TOP CHORD Structural wood sheathing directly applied or 6-G-0 cc pudins.
BOT CHORD 2x4 SP No •Except* BOT CHORD Rigid ceiling directly applied or B-0-0 cc bracing.
B2: 2x4 SP Nc.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=Mechanical, 2=0." (min. D-1.8), 5--Mechanical
Max Horz2=215(LC 8)
ax MUpld4=119(LC 8), 2=132(LC 8). 5=17(LC 8)
Max Grav4=184(LC 1), 2=480(LC 1). 5=129(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or leas except when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip 6OL-1.60
2) All plates ere MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) 5 except Qt=lb) 4=119,
2=132.
LOAD CASE(S) Standard
EPjSF
�' R 760
46jORIDp:G������ .
�I I
N5a Nay Y
MW-264-bavgrsv J18 Jado-Opan B
a 1
Jab Reference o lions
SouNem Trvss, Wm: 8.230 a Mat 82a19 P,'uR azla a Mer 9 ZD a hLTan11:2hOPage 7kHu3QuA2mUM19u:FLPeFL., 37 ID2gdWFKK3H3Hu0BdO.YMdFy76_2-kOggvMeGb2IMCk2umoShN1-5-15
2-0-0 1-5-15
3
6.00 12
2
B7
T1
2x8 =
1x4 II
1 4
LOADING(psf) SPACING- 24D-0 CS1. DEFL In (loc) ltdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(LL) 0.00 9 nlf 120 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 9 mir 120
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 We Na
BCDL 10.0 - Code FBC2017frP12014 Matrix -MP Weight 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-S-15 oc pudins.
SOT CHORD 2x4 SP No.2 SOT CHORD Rlgld ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (sae) 3=MechanicW.4=Mechanical .
Max Harz3=593(LC 1), 4=593(LC 1)
Max UpI1. 127(LC 8), 4=19(LC 1)
Max Grav3=297(LC 1), 4=31(LC 4)
FORCES. (1b) - Max CompJMax. Ten. - Al forces 250 Qb) or less except when shown.
TOP CHORD 2-3=281/661
BOTCHORD 2-4=-5931324
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=5.Opsf, h=16f ; Cat 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconanrentwith any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)olnt(s) 4 except at -lb) 3=127.
5) Non Standard bearing condition. Review required.
LOAD CASE(S) Standard
I
2.6 = a
Deed Load Dell. =1/6 in
LOADING (psi) SPACING- 2-M CSI. DEFL In (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip COL 1.25 TC 0.66 Vert(LL) 0.16 3.6 >459 240 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BG 0.51 Vert(CT) -0.19 3-5 >405 180
BCLL 0.0 Rep Stress lncr YES WB 0.00 Hom(CT) .0.01 2 n/a n/a
BCDL 10.0 Code FSC2017frP12014 Matrix -MP Weight 20 to FT= 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing.
REACTIONS. (size) 1=0-8.0 (min. 0-1-8), 2=Mechanical, 3=Mechanical
Max Horc1=224(LC 8)
Max OplifU-104(LC 8). 2-204(LC 8), 3=-14(LC 8)
Max Gmvl=296(LC 13), 2=231(LC 13), 3=122(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown.
NOTES-
1) Wind; ASCE 7-10; Vult--160mph (3�second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=16ft; Cat. II; Exp C; Part End.,
GCpl=0.65; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nenconcument with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjolnt(s) 3 except (PIb)1=104,
2--204.
LOAD CASE(S) Standard
MW-2e4-S.n-
2x4 11
t4 = 2 Dead Load Dan. = vts In
2x4 II
NOP2XSTP=
LOADING(psf) I SPACING- 2-0-0 CSI. I DEFL In Poo) Vdeft lid PLATES GRIP
DOL TCLL 20.0 Plate Grip 1.25 TC 0.79 Vert((LLL) -0.08 34 *07 240 MT20 2441190
d(CT) -0.16 34 -454 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n1a Na
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight 39 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-4-0 oc puriins, except
BOT CHORD 2x4 SP No.2 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (size) 4--D4-0 (min. 0.1-8), 3=Mechanical
Max Uplift4=155(LC 4), 3=155(1-C 4)
Max Gmv4=272(LC 1), 3=272(LC 1)
FORCES. Ob) - Max. CompdMax. Ten. -All forces 250 Ob) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.OpsF, h=16H; Cat II; Exp Q Part. End.,
GCp1=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atjoint(s) except Pt=lb) 4=155.
3=155.
LOAD CASE(S) Standard
M. B4FFqq/��///
i PE-76051
%P1` r V
/q i2
IPNOj\\�\
Hangers
Face Mount Hanger Charts MiTeW
RdND. .
...
I fidug.
...
JiMP
End.
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1250
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GO
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S)WMWood Smmasml/4"xS*kMand =k%kL'edwfthHMhmML
4)XAZ&10dram are 0.148"cBLx3lbDg,16dnfsare (L16rd&x3-1&'long.
tkwpo&u:tswupdMadpodLdiabmagmmdedpatedinblmfmL
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-2-01 4-8-0 - 94-0 - - - 11-4-0 -
2-0-0 1. 441-0 I 4-8-0 1 2-0-0 '
4x4 =
3
II a
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (too) Well IJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 6-13 >999 240 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.02 6-13 >999 180
08 Horz(CT) 0.00 4 No We
BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight. 451b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns.
SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SPNo.3
REACTIONS. (size) 2=048.0 (min. 0.1.8), 4=0-8.0 (min. 0.1.8)
Max Hors2=67(LC 6)
Max UP1102=-180(LC 8), 4=180(LC 9)
Max Grev2=565(LC 1), 4=565(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-5191121,3.4=5101121
BOT CHORD 2_6=361397, 4-6=36/397
NOTES.
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.OpA h=1 ft Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connec0on (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ql=1b) 2-180,
4=180.
LOAD CASES) Standard
66
4.4 =
LOADING(MI)
SPACING- 24)-0
CSI.
DEFL. in (Ioc) gdafi Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) 0.06 5-9 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.51
Vert(CT) -0.10 5-9 >999 180
BCLL 0.0
Rep Stress Ina NO
WB 0.37
Horz(CT) 0.01 4 n1a rla
BCDL 10.0
Code FBC2017/fP12014
Matrix -MS
Weight 93 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc, pudins.
SOT CHORD 2x6SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 4=04I.0 (min. 0-1-8), 2=0-8-0 (min. 0-1-8)
Max H072=84(LC 10)
Max Uplift4=940(LC 9)), 2=523(1-C 8)
Max Gmv4=2329(LC 1), 2=1350(LC 1)
FORCES. (lb) - Max CompJMm Ton. -All forces 250(Ib) or less except when shown.
TOP CHORD 2-3=260311038, 34=255011005
BOT CHORD 2-12=-86312273, 5-12=86312273, 513=86W2273,13.14=86W2273, 4.14=86312273
WEBS 3-5=-76211923
NOTES
1) 2-ply truss to be connected together with 10d (0.131'k3°) nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6.2 rows staggered at 0.9-0 oc.
Webs connected as follows: 2x4 -1 row at 0.9-0 oc.
2) A0 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=S.OpsF BCDL=S.Opsf; h=16g; Cal. 11: Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber OOL=1.60 plate grip DOL=1.60
5) A0 plates are MT20 plates uoless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atJoint(s) except at --lb) 4=940.
2-523.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 21 lb up at 1-1-13, 112
lb down and 68 lb up at 3-1-13, and 202 Ib'down and 101 lb up at 5.1-13, and 2341 lb down and 1012 lb up at 7.0-12 on bottom chord.
\The designlselection of such connecton device(s) Is the responsibility of others.
L40AD CASE(S)Standard \� CENT ♦ //
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 ` qj L� `SF ♦ �,L �-
Uniform Loads r:-3 70,3.4=78,24=20 7¢-�= i R 760 _
r Concentrated Loads (lb) 1tK�j�,l�ir q 1
Vert 11=-3812=-l1213=202 14=2341 •-i"
�I
Hip Ginter
il
4x4 =
4z4 =
LOAD ING(psf) I SPACING- 24]-0 CSI. DEFL in (loc) I/defl Lld PLATES GRIP
TCLL 20.0 Plate Gdp DOL 1.25 TC 0.37 Vert(LL) -0.02 6 >999 240 MT20 2441190
TCDL 15.0 Lumber D13L 1.26 BC 0.139 Vert(CT) -0.03 7-8 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 45lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudlns.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2x4 SP ND.3
OTHERS 2x4 SP No.3
REACTIONS. (size) 2=0-8-0 (min. 0.1.8), 5=0-8-0 (min. 0-1-8)
Max Horz2=51(LC 30)
Max Up0ft2=229(LC 8), 5=-229(LC 9)
Max Gmv2-616(LC 36), 5=616(LC 37)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=798/232, 3-19=680/219, 4-19=-680/219, 4-5=7981231
BOT CHORD 2-8=1511734, 8-20=14Bf744, 7-20-148f/44, 5-7=150f/33
NOTES-
1) Unbalanced roof INe loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=S.Opsf; BCDL=5.0psk, h=16fl; Cat. Ih Exp C; End., GCpl=D.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) A0 plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other Ihre loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at --lb) 2=229,
5=229.
7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)196 lb down and 123 lb up at 3-0.0.
and 94 lb doom and 47 lb up at 441-0; and 196 lb dawn and 123 lb up at 64-0 an top chord, and 106 to down and 89 to up at 3-", and
32 lb down and 2lb up at 4-&0, and 1061b down and 89 lb up at 6-3-4 on bottom chord. The deslgn/aelec0on of such connection
devices) is the maponslb0ry of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Inrrdase=1.25, Plate Increase=1.25
UnifonnVert 1-3 tt70, 3-4=-70, 4.6=70, 13-`I6=20
-7/r
Concentrated Loads Qb)
Vert: 8=43(F) 7=43(F)
\ EN
rrnr�•
MW-264.S—g ass
h
LOAbING(psQ SPACING- 2-0-0 CSI. I DEFL in Qac) Wall IJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) nla - Na 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) nfa - rda 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 nla We
b F
BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight 51T=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins.
SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=2-0-0 (min. D-1-8), 2=2.0-0 (min. 0.1-8), 3--2-0-0 (min. 0-1.8)
Max Horz1=35(LC 8)
Max Up11tt1=12(LC 8), 2=36(LC 8)
Max Gravt=62(LC 1).2=48(LC 1), 3=28(LC 3)
FORCES. Qb) - Max CompJMax Ten. -All forces 250 Qb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=16fb Cat If; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) Gable requires continuous bottom Chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load.nonconcument with any other five loads.
4) Bearing at )oings) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s)1, 2.
LOAD CASE(S) Standard
\\\\\III I Bl//,/M. /
'C
i P 760
-10 1 T Fq f
—�/ y -P � am'\
2
Ru
2.4 � 2.4 II
I
LOADING(psf) SPACING- 241-0 CSI. DEFL. In Coe) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ved(LL) n/a - rda 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a Na 999
BCLL 0.0 Rep Stress In"'
YES WB 0.00 Horz(CT) 0.00 me n1a
BCOL 10.a Cade FBC2017f P12014 Matrix-P Weight 816 FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0
.3 TOP CHORD SWctural wood sheathing directly applied or2-7.9 oc puffins, except
BOT CHORD 2x4 SP No.3 and venlcals.
WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=2-7-9 (min. 0.1.8), 3=2-7-9 (min. G-1-8)
Max Horz 1=47(LC 8) '
Max Upliftl=-16(LC 8), 3=-40(LC 8)
Max Grevl=84(LC 1), 3=84(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES•
1) Wind: ASCE 7-1 U. Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opst, BCDL=5.0pst,, h=16ft; Cat 11; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DDL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplih at)olnt(s)1, 3.
LOAD CASE(S) Standard
P.f 760
f
le
0 3Fq
r �'c�`c�ORIDP
2.4 4 2x4 II
LOADING(psl)
SPACING- 240-0
CSL
DEFL
in (too)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
We -
n1a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.21
Vert(CT)
nla -
n1a
999
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Hom(CT)
0.00
We
nfa
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight: 1411a FT=20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except
BOT CHORD 2x4 SP No.3 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-0-0 (min. 0-1-6), 3=4-0-0 (min. 0-1-8)
Max Horz1=81(LC8)
Max Upli81=28(1.0 8), 3=-09(LC 8)
Max Grav1=146(LCC1). 3=145(LC 1)
FORCES. Qb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=168; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1,60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing. ,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1GO Ib uplift et)oint(s)1, 3.
LOAD CASE(S) Standard
1
U
3
2x4 G 2x4 11
I
LOADING(psi) SPACING'
2-0-0 CSI. DEFL In (lox) gde0 Ud PLATES GRIP
TCLL 20.0 Plate Grip.DOL 1.25 TC 0.51 Vert(LL) nta - Na 999 M720 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) We - We 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(CT) . 0.00 We Na
BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight 16 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-7.9 at pudins, except
BOT CHORD 2x4 SP No.3 and verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (size) 1=4-7-9 (min. 0.1.8), 3=4-7-9 (min. 0-1-B)
Max Hcml=97(LC 8) -
Max Upliftl=-34(LC 8), 3=82(LC 8)
Max Grav1=174(LC 1), 3=174(LC 1)
FORCES. 0b) - Max. CompJMax. Ten. -A0 forces 250 Qb) OT less except when shown.
NOTES-
1) Wlnd: ASCE 7-10; Vult=t60mph (3-second gust) Vesd=124mph; TCDL=S.Opsh, BCDL=5.Ops , h=16f ; Cat 11; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber OOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom •chord live loadnonconcement with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atiolnt(s)1, 3.
LOAD CASE(S) Standard
20 II
2
3
u4 2x4 II
LOADING(psf) SPACING- 21" CSI. DEFL In (loc) Wall Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) nla - Na 999 MT20 2441190
TCDL 15.0 LumbarDOL 1.26 Be 0.58 Vert(CT) We - nla 999
SCLL 0.0 Rep Stress Ina YES WB 0.00 H=(CT) 0.00 Na n1a
SCDL 10.0 Code FBC20171iPI2014 Matrix-P Weight 21 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, exceptend verticals.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (size) 1=6-" (min. 0.1-8), 3=5-0-0 (min. 0.1.8)
Max Horz1=131(LC 8)
Max Uplift1=46(LC 8), 3=111(LC 8)
Max Grevl=236(LC 1). 3=236(LC 1)
FORCES. (Ib) - Max. CcmpJMax. Ten. -Ail forces 250 Qb) or lass except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vesd=124mph; TCDL=5.0psf; BCDL=5.OpsC h=16ft; CaL II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This bass has been designed for a 10.0 psi boftom'chord live load nonconcument with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)1 except W4b) 3=111.
LOAD CASE(S) Standard
P 760
I
5 4
&4 1.411 2.4
11
LOADING44 SPACING- 243-0 CSI. DEFL. In goo) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.26 TO 0.34 Ved(LL) n1a - Na 999 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) We We 999
BCLL 0.0 Rep Stress Incr YES INS 0.06 Hom(CT) 0.00 We nla
BCDL 10.0 Code FBC2017ffP12014 Matra-P Weight 25 lb FT=2D%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 20 SP No.3 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=6.7.9 (min. 0-1-8), 4=6-7.9 (min. 0-1.8), 5=6-7.9 (min. 0.1-8) ,
Max Ham 1-147(LC 8)
Max UpII1t4=-67(LC 8), 5=169(LC 8)
Max Gmv1=60(LC 8� 4=141(LC 1), 5=359(LC 1)
FORCES. (Ib) -Max. CompJMax. Ten. -Al forces 260 (lb) or less except when shown.
WEBS 2.5=2791209
NOTES.
1) Wind: ASCE 740; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Ops1; h=16ft; Cat 11; Exp C; Encl., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurtentwith any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 5=169.
LOAD CASE(S) Standard
2x4 II
2
3
2.4 ; 20 II
I
LOADING(psf) SPACING- 2-0.0 CSI. DEFL In (Ioc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) me - Na 999 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC OA7 Vert(CT) Na - Na 999
BCLL 0.0 Rep Stress Ina YES WB 0.00 Hwz(CT) 0.00 Na Na
BCDL 10.0 Code FBC2017frP12014 Motrbt-P Weight 201b FT=20%
LUMBER- SRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 58.O cc puriins, except
BOT CHORD 2x4 SP No.3 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid coiling directly applied or 10-0-0 cc bracing.
REACTIONS. (size) 1.5-5-0 (min. 0.1-8), 3=58-0 (min. 0.1-8)
Max Homl-I19(LC 8) ,
Max Upliftl=32(LC 8), 3=101(LC 8)
Max Grav1=213(LC 1).3=213(LC 1)
FORCES. Qb) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vull=180mph (3-second gust) Vasd=124mph; TCDL=S.Opst, BCDL=S.Opsf; h=161t; Cat II; Exp C; End., GCpl=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate gdp DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)1 except at -lb) 3=101.
LOAD CASE(S) Standard
i PO �
-fl S�j Tf F q f
[MINIMUM GRADE OF LUMBER t UNLESS spp[0 HEDyON ENO.Wi-B aEAL[D DESIGN, APW 1x4 '1 -BRAG[ dOR
Top Chord 2x4 SYP Ft BPF I)1IJ2 or b;tt.r A H 0J0B0%W[(adiJe��e nTei o0�. Onaoo°rm [uwa ur ' e uN+o
BoLL Chw4 2A7(•) DR 2x4 SP 12M OR SPF /1/#2 or bothEOVALLY aPACF, FGR CK VALLEY W[p! ORNTpt T—I .
Wmbq 20 SW 13 or bettor MNONUM YAUV YERIIOV. H[IOHr MAY NOT SWIM 12'—O'.
(•) •SxW MAY OE NPPED FROM A Ls. Qgmw 0R EOUARQ TOP CHORD OF 7Ry59 Ba1gTX YALLiY ![T um a[ OWED WITH.
ppppppPgqlLY. ATT/A.., CAtEo BNFAWONO MIM1IEO PNaR TO YAUAY 7RM
P.) WAMN [ADN VALLEY 70 IDW WUPMmO TRUn. WBW WaTAVA710H .
(2) 16d Box (0,I36' A OA N0L9 7OC—NAUCD FOR PURUNS ATIV OM OR AY UMERNRC SPWNEO ON ENOIHEa47' 7EALW D13ION
!BD ROQi_ AM 7.10 AMA fIm OR /,�LEy
.—..7�' WN BOOK-id{A2t0 BUILMO. O�jOYO¢ , BF�M�BD-0EM IN UEV UP PWW SPACOIO AY spwnED ON
1". a REMOtHOYi. WOOD 70 DL-0 PIP. rARR yy y
n I,�ViO[R0A9 It ol9 OlRPm
4'-0Max
9'-0" max
n w
ma
Wla WW
e,_ R Ma
W-0"Max
20'-0"
SPACING,
TRUSS
IV
COMPANIES Ie03AZ—OeR-INA1Eo
p.gNa,c• WNTH 7NE PURIm APAyNa rO eCAO��p 7N� To cxoRo OF E Ww9e
C6NGTn 7nE VALLEY R utAMU,gD MONO ln[ DWPE OP THE TDP pIORO.
(•q IAROat 9PAN3 IAAj BE BUILT AS LONG AS TIIE YWCA HDOHT DOES
NOT at0¢D 11— .
DW OM OHORO MAY BC BOWE OR M,CNED CUT A7 SHOWN.
VAUAY
�pII01i P D N S-- -
At� E HADSQWC CUr
OHORO I
Y yy7�UUB O,Pf10NAL HIP
•• END VERTIC41. • JOINT DEGIL
ct
FRAMING
TO ILL
20
20
PBF
TO DL
10'
1a
PBF
Ba DL
10
10
PSF
Be LL
00
00
PSF
TOTAL LOAD
40
40
PSF
ddV607I1IW
1.26
11.26
t
3x4 =
2
2x4 G
2x4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) Ildefi Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,06 Vert(LL) Na - n/a 999 MT20 2441190
TCDL 15.0 Lumbar DOL 125 BC O.tfi Vert(CT) Na Ne 999
BCLL 0.0 Rep Stress Ina YES WB O.OD Hom(CT) 0.00 3 Na Na
BCDL 10.0 Code FBC20171fP12014 Matrix-P Weight 11 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 Sp No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing,
REACTIONS. (size) 1="-0 (min. 0.1-8), 3=4-M (min. 0-1-8)
Max Horz1=14(LC 6) ,
Max Uplift1=.34(LC 8), 3=34(LC 9)
Max Gravl=124(LC 1), 3=124(LC 1)
FORCES. (lb) - Max Comp.lMax Ten. - All tomes 250 Qb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsF, BCDL=S.Opsf; h=16ft; Cat 11; Exp C; End., GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord beadng. '
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
LOAD CASE(S) Standard
110
4x4 =
2
4
2x4 i 1x4 11 2x4-
LOADING(psf)
SPACING- 240-0
CSI.
DEFL
In Qoc)
Ilde9
Vd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL)
rds -
nla
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
SC 0.20
Vert(CT)
We
nla
999
BCLL D.0
Rep Stress Ina YES
WB 0.04
Harz(CT)
0.00 3
nla
nla
SCOL 10.0
Code FSC20171TPI2014
Matrix-P
Weight 25 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
GOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-" no bracing.
OTHERS 2x4 SP No.3
REACTIONS. (size) 1=8-0-0 (min. 0-1-8), 3=8-0-0 (min. D-1-8), 4=8.0-0 (min. 0-1-8)
Max Horzl=-34(LC 4)
Max UpUft1=60(LC 8), 3=-06(LC 9), 4=45(LC 8) '
Max Gmvl=155(LC 1), 3=155(LC 1).4=299(LC 1) ,
FORCES. Qb).- Max. Comp.IMax. Ten. - All forces 250 Qb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0ps11, h=16ft; CeL II; Exp C; Enc1„ GCpi=0.18;
MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous boftom chord bearing. '
4) This truss has been designed fora 10.0 pef bottom chord live load nonconcument with my other live loads.
5) Provide mechanics] connection (ry others) of truss to bearing, plate capable of withstanding 100 in uplift atjoint(s)1, 3, 4.
LOAD CASE(S) Standard
760
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