HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
�� F LOh� lb�i�tQ Fi PO RAT I t�(�;
TRUSS ENGINEER@NG
BUILDER: RENAR v
PROJECT. MORNINGSIDE ui
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT:12 / MODEL:CAYMAN 1763 / ELEV:B1 / GAR R
I JOB#: 75659
MASTER#: WRMSCM1763131
OPTIONS: NO OPTIONS
Lumber design values are in accordance with ANSIfTPI 1-2014 section 6.3
ti A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
AFLORIDA CORPORATION
RE: Job WRMSCM1763B1
A-1 Roof Trusses
4451 St Lucie Blvd
-Site Information: -
- - - Fort Pierce, FL34946
Customer Info: RENAR DEVELOPMENT CO.
Project Name: MORNINGSIDE
Lot/Block:
Model: CAYMAN 1763
Address:
Subdivision:
City:
County: St Lucie State: FL
Name Address and License # of Structural
Engineer of Record, If there is one, for the building.
Name:
License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017frP12014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 37 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0214409
A01
3/5/19
13
A0214421
B01G
315119
25
A0214434
HJ7
3/5/19
12
A0214410
A02
315/19
14
A0214422
B02
3/5/19
26
A0214435
HHA
3/5/19
3
A0214411
A03
3/5/19
15
A0214423
B03
315/19
27
A0214436
J7
3/5/19
4
A0214412
A04
3/5/19
16
A0214424
C01G
315/19
28
A0214437
J7A
315119
5
A0214413
A05
3/5/19
17
A0214425
CO2
315/19
29
A0214438
T01GE
3/5119
6
A0214414
A06
3/5/19
18
A0214426
CO3
3/5119
30
A0214439
T02
315119
17
A0214415
A07
3/5119
19
A0214427
C04
3/5119
31
A0214440
T03
3/5119
8
A0214416
A08
3/5/19
20
A0214428
CA
315/19
32
A0214441
T04
315/19
9
A0214417
A09
3/5/19
21
A0214429
CJ3
315/19
33
A0214442
T05
315/19
10
A0214418
A10
3/5/19
22
A0214430
CJ3A
315%19
34
A0214443
T06
315119
11
A0214419
All
3/5/19
23
A0214431
CJ5
315119
35
A0214444
VM03
315/19
12
A0214420
Al2GE
3/5/19
24
A0214432
CJ5A
3/5119
36
A0214445
VM05
3/5119
The buss dmw ng(s) reterenced have been prepared byMiTek Industries, Inc. under mydirectsupervision based on the parameters provided byA-1 RooiTrusses, Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2021.
NOTE -The seal on these drawings indicate acceptance of professionalengineering
responsibTRysolelyforthe buss components shown.
The suitabilityand use of components forany particularbuilding is the nsponsibility of the building
designer, perANSUPIA Sec 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
domrnents (also referred to attknes as'Structural Engineering Docurrentsj provided by the Building
Designer indicating the nature and characterof the work
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses orsperific
location]. These TDDs(also referred to attimes as'Structural Delegated
Engineering Documents') are specialty structural component designs and may be part of the projects
deferred orphaned submittals. Asa Truss Design Engineer(ic., Specialty
Engineer),the seal here and on the TDD represents an acceptance of professional engineering Anthony T.
responsibTityforthe design ofthe single Truss depicted on the TDD only The Building Designer's
responsible forand shall coordinate and review the TDDs for
compatrbi7itywith theirwrhten engineering rquina ents. P1easereviewaI1TDDsandallretatednotes.
..�.... _.-._. iq rt.
" 4d36b989999e20a51b6cde8e
Page 1 of 2
A-1 ROOF
TRUSSES
AFLORIDACORPORATION
RE: Job WRMSCM17631211
No.
Seal #
Truss Name
Date
37
A0214446
VM07
3/5/19
38
STDL01
STD. DETAIL
3/5119
39
STDL02
STD. DETAIL
3/5/19
40
STDL03
STD. DETAIL
315119
41
5TDL04
STD. DETAIL_
315119
42
STDL05
STD. DETAIL
3/5119
43
STDL06
STD. DETAIL
315119
44
STDL07
STD. DETAIL
3/5/19
45
STDL08
STD. DETAIL
315/19
46
STDL09
STD. DETAIL
315/19
47
STDL10
STD. DETAIL
315/19
48
STDL11
STD. DETAIL
315/19
49
STDL12
STD. DETAIL
315/19
50
STDL13
STD. DETAIL
315/19
51
STDL14
STD. DETAIL
3/5/19
52
STDL'15
STD. DETAIL
3/5/19
53
STDL16
STD. DETAIL
3/5/19
Lumber design values' are in accordance with ANSI/TPI 1-2014 section 6.3 w
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
mss
I russ I ype
Uty Vly
RENAR MORNINGSIDE
A0214409
ftMSCM176391
A01
Raof Spedal
1 1
Jab Reference (optional)
hry Koor krises, ronnerve,m a¢ b,oesign(walauss.com
5x6 =
6.00 12
5x6 =
6
2
o�
7x14 MT20HS=
23 22 17 - 15 -114V'
3x6 =
4x6 = 2x4 It 2x4 II 3.6 = 1.5x4 II 3.6 =
6.8 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL,
in
(loc)
I/deb
Vd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
0.71
17
>641
360
TCDL 7.0
Lumber DOL
1.25
BC 0.88
Vert(CT)
-1.30.
17
>350
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.98
Horz(CT)
0.76
12
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Malnx-MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T4: 2x4 SP 2400F 2.0E
BOTCHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B3: 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3 *Except'
W3,W5: 2x4 SP No.2, W9: 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 5-M oc bracing.
WEBS
1 Row at midpt
15-18, 9-18, 7-20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min. 0-1-12)
12 =
1482/0-7-10 (min.0-1-12)
Max Horz
2 =
-138(LC 10)
Max Uplift
2. _
-347(LC 12)
12 =
-399(LC 13)
Max Gmv
2 =
1482(LC 1)
12 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2716/1647, 3-4=4515/2570,
4-5=-4439/2579, 5-6=-3690/2112,
6-7=-364312109, 7-8=6247/3440,
8-9=-7597/4126, 9-10=2076/1389,
10-11=-215611372,11-12=-2692/1630
BOTCHORD
2-23=-1305/2374, 5-21=-257/518,
20-21=-1999/4064, 19-20=-3014/6320,
18-19=3774/7833, 8-18=-102612283,
14-15=1299/2350, 12-14=129912350
WEBS
3-23=-1156f767, 21-23=1464/2649,
WEBS
3-23=1156f767, 21-23=-1464/2649,
3-21=659/1598, 6-20=-168913032,
7-19=664/1413, 8-19=-2642/1325,
15-1 8=1 088/2335, 9-15=-1105/529,
11-15=5711501, 11-14=0/265,
9-18=2924/5988, 5-20=-813/638,
7-20=429112281
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exledor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 nonconcurrenl with any other live
loads.
6) `This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=11b) 2=347, 12=399.
LOAD CASES)
Standard
Dead Load D.h. = 518 in
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 234 Ib FT = 10
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Job
Truss
Nas yp¢
ty
y RENAR MORNINGSIOE
^ A0214410
WRMSCM1763BI
A02
Hip
1
1
Job Reference o lional [
A-1 Roof Trusses, Fad Pierce, FL 34946, design@a18uss.00m Run: 8.210 s May 18 2018 PH
ID:ld 1OXyyT61E
r7-0-0 G-SB 1t-10_10 74-0-0 t9414 24-0-0
5-5_1 2-145 I 5-0-14 I 411-2 r
6.0012 7x611 2x411 5x10=
Tue
Dead Load Dell. =1r2 In
18 17 14 13 12
3z6 =
4x6 = 2x4 II 2z4 II 6xe = 1.5x4 II 3x6 =
G6-8 it-70.10
14-0-0 19-0-14 24 :238-00
65-8 5I
2-1E 1 5.14
4-11-2
4..
9 3-0
Plate Offsets (X,Y}-
(4:0-3-O,Edgel, I8:0-8-0,0.2A1, f9:0-3-0,0.3-41 [13:0-2-4,0-3-0](15:04-00-3-81 [16:0-2-8 0-3-0]
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc)
Well
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 125
TO 0.96
Ved(LL) -0.51 14
>896
360
MT20
2441190
TOOL 7.0
Lumber DOL 1.25
BC 0.98
Vert(CT) -0.99 15-16
>462
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.93
Horz(CT) 0.56 10
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight:2201b
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2,B4: 2x4 SP No.3, 133: 2x4 SP M 30
WEBS 2x4 SP No.3'Except*
W3,W6: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORO
Rigid ceiling directly applied or 2-2-0 oc bracing..._ -
WEBS
-1.Row at midpt 8-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min.0-1-12)
10 =
1482/0-7-10 (min. 0-1-12)
Max Horz
2 =
-126(LC 10)
Max Uplift
2 =
-335(LC 12)
10 =
-335(LC 13)
Max Grav
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2703/1619, 3-4=-4181/2350,
4-5=4106/2368, 5-6=-4156/2478,
6-7=-5484/2973, 7-8=-5430/2965,
8-9=-2056/1382, 9-10=-2556/1526
BOTCHORD
2-18=-1276/2361, 5-16=-190/256,
15-16=155313453, 7-15=-283/281,
12-13=115712198, 10-12=1157/2202
WEBS
3-18=-1114r726,16-18=-1428/2649,
3-16=-492/1316, 6-16=-5361734,
6-15=-1 081/2362,13-15=1058/2407,
8-15=1904/4121, 8-13=-11741422,
WEBS
3-1 8=1 114/726, 16-18=-142812649,
3-16=-492/1316, 6-16=536r734,
6-15=1081/2362, 13-15=1058@407,
8-15=1904/4121, 8-13=11741422,
9-13=-625/541, 9-12=01330
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=4.2psf; BCDL=5.Opsf; h=13f ;
at. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exierior(2)zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
poniing.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of muss
to bearing plate capable of withstanding.100 in uplift at
joint(s) except (jt=lb) 2=335, 10=335.
LOAD CASE(S)
Standard
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Job
Truss
I rus5 I ype
RENAR MORNINGSIDE
Ao214411
?VRMSCM1763B1
A03
Hip
IQIY
1 1
Job Reference (optional)
N%-j Hool ,fusses, von vience, rL J hhib, oeagngal wss.Win
may
5.6 =
6.0012 2x4 II 7x611
n 7 n
19 18 15 14 '-' 12
3x6 _ 4x6 = 2x4 II 2.4 II 8.8 = 3x6 = 1.Sx4 II 3.6 =
Dead Load 0e6. = 7116 in
fi-5-8 I 11-C10-10L1 l 161-0 119-0-14
r1.s.a d_1_6 zn_1a P_11_P n_9l1 o.u6
Plate Offsets (X,Y}-
14:0-3-O,Edgel 16:0-3-00-2-01,18:0-1-12,0-1-121
19:0-3-0Edger
114:0-2-0 0-2-81 116:0-2-12 0-3-01
rl7:0-2-8 0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.90
Vert(LL)
-0.39 16-17
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.96
Vert(CT)
-0.8216-17
>555
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.88
Hmz(CT)
0.48 10
n/a
We
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 224 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOTCHORD 2x4 SP No2 "Except"
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W3,W7,W6: 2x4 SP No2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 o0
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpl 8-14, 9-14
MiTek recommends that Stabilizers and required
cross bracing be installed during muss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 148210-7-10 (min. 0-1-12)
10 = 1482/0-7-10 (min. 0-1-12)
Max Hom
2 =-142(LC 10)
Max Uplift
2 =-350(LC 12)
,10 =-350(LC 13)
Max Grav
2 = 1482(LC 1)
10 = 1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten- - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-270111638, 3-4=4183/2394,
4-5=-411112412, 5-6=4198/2578,
6-7=-387312180, 7-8=-3837/2173,
8-9=-1915/1300, 9-10=-256311551
BOTCHORD
2-1 9=-1 292/2359, 5-17=-265/347,
16-17=-1354/3171, 13-14=-1184/2207,
12-13=-1184/2207,10-12=-118312210
WEBS
3-19=1111R32, 17-19=-1442/2643,
3-17=519/1323, 6-17=79111010,
6-16=46111183. 14-16=-1288/3106,
WEBS
3-19=1111/732, 17-19=1442/2643,
3-17=-519/1323, 6-17=-79111010,
6-16=-46111183, 14-16=-128813106,
846=-149413533, B-14=-2174/826,
9-14--721 /619. 9-12=01359
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=42psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; 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 nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except 60b) 2=350, 10=350.
LOAD CASE(S)
Standard
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ne.Hlem+tr a�H,m,^hlbrAr. Imhuhvp[y. nhw.l Yua i m.aaurarlv4 ldmwar 6s aYnu con Pierce, FL 34g46
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Job
Inuss
was I ype
uty
PIy RENAR MORNINGSIDE
- A0214412
WRMSCM176381
A04
scissor
1
1
Job Reference (optional)_ e'
A-1 Roof Trusses, Fort Pierce, FL 3494
6.00112 5x6 =
Sxfi = Dead Load Deb. = 9/161n
6
5x6 i
4 4
1.Sx4 C
W
3
13
W 5.12 =
5 14
1 2 3x8 MT20HS�
3x4 3.00 12
4x8
5xea
7
3x4 c
1.5x4 II
1.5x4 II
30.945
1.5x4 4
8
1
91 101'^
Al. „ o
5.8
1.5x4 II
4x8 //
9-164
9:
190d
&1-12
27-1$
&1$
1- 2 31 $
2$d 7 610.10
38-0-0
Plate Offsets (X Y)-
12:0-1-14 Edgel. (4:0-3-00-3-01.
15:0-3-0,0-2-01,
16:0-3-0,0-2-01 17:0-3-00-3-01
- Edgel (9 19:q: :0-4-0 U,11 (9:0-2-1
Edgel
LOADING(psf)
SPACING- 2-M
CSI.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.61
.54 13-15
>845
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.84.05
7H.64
13-15
>432
240
MT20HS
1871143
BOLL 0.0 '
Rep Stress Incr YES
WB
0.63
9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 205lb
FT = 10
LUMBER -
TOP CHORD 2x4 SP N0.2'ExcepC
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-14 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-7-12 oc bracing.
Except:
4-8-0 oc bracing: 9-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min.0-1-11)
9 =
1482/0-7-10 (min.0-1-11)
Max Horz
2 =
-158(LC 10)
Max Uplift
2 =
-363(LC 12)
9 =
-363(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-4679/2796, 3-4=-4312/2515,
4-5=-3133/1773, 6-7=3133/1773,
7-8=-4339/2540, 8-9=4664/2815,
5-6=-3005/1785
BOTCHORD
2-15=2389/4236, 14-15=-1802/3597,
13-14=1797/3633, 12-13=-179913634,
11 -1 2=1 812/3599, 9-11=-2406/4248
WEBS
7-13=8181756, 7-11=-272/634,
8-11=328/457, 4-13=8167750,
WEBS
7-13=8187756, 7-11=-272/634,
8-11=328/457,4-13=-8167750,
4-15=268/626, 3-15=327/476,
5-13=-639/1239, 6-13=-638/1238
NOTES-
1) Unbalanced roof live leads have. been considered
for this design. .
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; End., GCpi=0.18: MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed:C-C for members
and forces & MWFRS for reactions shown; 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 lost bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 2, 9 considers parallel to grain
value using ANSIITPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (lt=lb) 2=363, 9=363.
LOAD CASE(S)
Standard
xeu9 rmru hY1nG.lYfl Vnflj9dIF1131410 (llrYlkT ,n[i,su114 IrA1 ddP1 tlV drlur nl OnA890%: r1,4elll nGtl lh Vw.4N NItPo- tld dTUA,}
emrmx,fYY PAL• Imrraa ,. +,tt 1 1PI P^x{ 1 J.Pnm + arrxn m+rq.,wlmnteLryrru Ertpr 1 rnm�n .,bmlr Y.r •x Idy widen Anthony T. Torive
N,uJktlmb klyld ,ry.Wn/ ] _ f br' &F 4 tl H. .Tdrhil YlJe fIM I19F^tlrOEWmLY tlfi. ffi1rLM 9. WI9odY v1 N'.J a80083
MNYgp,lrt dfec,.^n i w rIW WmW. WM9 MmL'enh' pYlrthM1!p1iINV11 M Ubprtl P4� IYIG .!'eyes�T rxsYa,l n.huWrlmtMTupe .t .Y+Wzy sks. 44515L Woe Blvd.
rfe.lulb,rll 4fe PU, x+shdr- r. I. r f1 4r1 t,e i rt gmrtJWMdW Nn4de14. lid IY.I Fort pierce, FL 34945
Iep,i,1l01016A I Karr..sss hllurpl.T.h1ll P.I. Pep NYa d4tlomnml,u4glme,rspmhAnedrnhelndrnnmpam nrrhemAlltlolLmsu AvreeoyLDdFolll, Pl.
JO��
N55
Nss ype
ly
y
RENAR MORNINGSIDE
4SRMSCMI]6381
A05
Stlssor
2
1
A0214413
Jab Reference (ootionall
6.00 12
5x6 =
5
5.6 G
2
5x6
1.Sx4
w
3
Sx4
3
7
12
1
W
6x8 =
8
14 13
11 0
cg 1 2
Us MT20HS%
3x8 W20
6—
3x4�- 30012
_ x4Z7 15Y1459441,- `
1.5x4 11
1.5x4 II
4x8
—'
-
- 30.315
-- —
9-1gd
1460k
2]-1-6 2 1- 2 3f -6 W
9-ind
9-1-f2
s_1-6 2$4
7 6-1
Plate Offsets (X Y)-
f2:0-1-14 Edgel [4:0-3-0 0-3-0]16:0-3-00-3-01 f8:0-3-7 Edgel
18:0-40 0-5-41 18:0-2-1 Edgel
LOADING(pso
SPACING-
2-M
CSI.
DEFL.
in (too) I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.55 12-14 >826
360
TCDL 7.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-1.07 12-14 >425
240
BCLL 0.0
Rep Stress [nor
YES
WB 0.93
Horz(CT)
0.65 8 n/a
n/a
BCDL 10.0
Code FBC2017/7PI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2'Except`
Tl: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 nc.
purins.
BOT CHORD
Rigid ceiling directly applied or4-7-10 no bracing.
Except
4-8-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 148210-7-10(min.0-1-11)
8 = 1482/0-7-10 (min.0-1-11)
Max Horz
2 =-166(LC 10)
Max Uplift
2 =-369(LC 12)
8 =-369(LC 13)
Max Grav
2 = 1482(LC 1)
8 = 1482(LC 1)
FORCES. (lb)_
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=467612810, 34=4314/2537,
4-5=-3129/1785, 5-6=-3129/1785,
6-7=-4341/2562, 7-8=4660I2828
BOT CHORD
2-14=2402/4233, 13-14=1831/3605,
12-13=-182713640, 11-12=182913643,
10-11=-1842/3607, 8-1O=2418/4245
WEBS
5-12=127812430, 6-12=-850/786,
6-10=262/633, 7-1 O=319/445,
4-12=848/781, 4-14=-257/625,
3-14=318/465
WEBS
5-12=12782430, 6-12=-8501786,
6-10=262/633, 7-10=-319/445,
4-12=-8481781, 4-14=-257/625,
3-14=318/465
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=4.2psf; BCDL=5.Opsf; h=134;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 noncencurrenl with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSlrTPI 1 angle to grain formula.
Building designer should venfy capacity of bearing
surface.
7)13rovide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except (jt=1b) 2=369, 8=369.
LOAD CASE(S)
Standard
Dead Load Deft. = 9116 in
5x8>
1.5x4 II
PLATES
GRIP
MT20
2441190
MT20HS
1871143
Weight:198lb
FT=10%
S uq lkr Wn9tl Int 11:i56(vLfli&il'13g5t( ]Wit 1YI ImYkar Aft i4i5upg p rq lq apt fe;a9uq.IkNWLivH.1 YC.itltiv LM Ah Wd tl1fB ]
pIl Rn:tltli HY Ilu iJ]U Nil.l gnT19r Y vW ,g1P9Rp m' S tl PY IM^i �N NiM Mkt 1 L M1W .M I 1 -k H mG
' ,a ,14v1,rs s fir n
E.
_ - - n p" v Anthony T. TomCa FII, P.
N 9 i.plptl'u M. h[n S�v. ,rte kl4 kp `w ,RnAMW -S iMM!!%zgM llxl 'pR€^t tldTPal WY tl xl Mxa. 'ReXMINaNh:nWkM f I =90693
Mg-git'r"' iw'^m 1. ,em MlppWMp. w/p!•Jv M1YdM T Nm1 E, 'C.trol:M ltlndVn tl lbinm ib ttik .aymM 3G.. YS➢nMprl lrg tan it,.tlmina ax..
g aluitlpefY ,m:m pea `�tiidlM ,et 1'.1 u R f Ic wnerge 1 �� cot MPR m,R .. i8adl nu.. �'4516[. Lucie 01vd.
� (oppiigEtlOIDlpAiboitnfut lnimylfombollLYl.gep•tltlwo o0bn pnmmem, Paglwm.apme4dedwttdnlWe rntlee pmwmahgmAlPodLeuerAdon r.itlmbaili, P.L-_._._. _ Portpi'e2e, FL 34946
Job
Truss
russ I ype
Qty
Ply
RENAR MORNINGSIDE
^' A0214414ssor
WRMSCMI763B1
AM
Sd
10
1
Job Reference (optional) k
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a15uss.mm Run:
6.00 12 5x6 =
Sx6 i
5x6
6
1.5x,
3 5x4G
3 7
12
w 6x8 = 1
B 74 13 11 10 1
1 2 — 3x8 MT20HS% 3 00 12 3x8 A4T20HS>
3x4 s F 3x4
4x8 c
4x8
9-104 19-M 28-1-12 I 38-0-0 i
9-104 9-1-12 9-1-12 9-1 GA
Dead Load Dell. = 9116 in
Plate Offsets (X,Y)-
(2:0-1-14,Edgel. I4:0-3-0,0-3-01
16:0-3-0,0-3-01,
18:0-1-14,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Ved(LL)
0.5712-14
>806
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Ved(CT)
-1.1012-14
>416
240
MT20HS '
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.93
Horz(CT)
0.68 8
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 1751b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-7-7 oc bracing.
Mil- Tek recommends that Stabilizers and required -
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Gmv
2 =
1482(LC 1)
8 =
1482(LC 1)
t'FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4676/2809, 3A=-4314/2536,
4-5=-3130/1786, 5-6=3130/1786,
6-7=-4314/2551, 7.8=4676/2830
BOTCHORD
2-14=-2401/4233,13-14=-183213605.
12-13=-1827/3641, 11-12=183213641,
10-11=-1837/3605, 8-10=-2423/4233
WEBS
5-12=-127912431, 6-12=8487779,
6-10=-254/625, 7-10=-318/464,
4-12=-848t780, 4.14=-256/625,
3-14=-318/465
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=4.2psf; BCDL=5.Opsi; h=13ft;
Cat. II; Erp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 psi bottom
chord live load nonconcument with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 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 100 lb uplift at
joint(s) except at --lb) 2=369, 8=369.
LOAD CASE(S)
Standard
r,I a..,dy AIN: m»a un eaaf nm4[ouniomrmllelun;ram. a'm c,:a,kn.w+,m+r,dra, o-I. kpn,«y.n auwrLrrweu ra 9 kwr oa„ aaa nm y
ou,o-.+r .a a rmaar .air k.1 ry . n 1ra,ne.r .a ma.mm psa Mae gvemf^y ru iamp a,M r ayrl.aIDo.p b,wi asp -r rY tman xvkan Anthony T. Tombo 111, P.E.
rmtln,r,:a I nw-ean.aaa o .evrr.Pa a1.' m d P,&raad6 agrrefw1nm-daN rn.bu aarmsaing6rttl.ml nrd rp w a: `rv'a'—.a a$0083
amdgk,mr, . 1mr v rP+d� an wyr vme>+�'n✓raraa4rnrdum ',F enlhrmPam Vrlk ,a „Pa*lasrea,ds•vvkvp�r tm,k,pnre„rr srm...,.'..:
n,melary ro r.r..xegMmin ,mr,.ssq,r�[gmu�rut r tsrpr 1 �, der kdaq aawmark mNC1fII. 44515E Lucie Blvd.
a h®IDI6411"Ihns fort Pierce. FL 34946
@nr srs-M6unrL7ololllp}. Iep pneeeleUom.ee,,,Daum,wrspd�ndru6M,6er,mnpe,minwleoAlBed Lmss, AMnnri. ren.olll, P.l.
0 +
rusa
russ ype
ry y RENAR MORNINGSIDE
A0214415
iNRMSCM1763B1
A07
Roor Special
4 1
Job Reference o lional
Atj Roof Trusses, Foci Pierce, FL 34946, deegu@alBuss.com Run: 8,210 s May 18 2018 Print 8.210 s May 18 201B MITek IndusNes, Inc. Tue Mar 514.29:12 2019 Page 1
ID:ld_00XyyT61 Bi_TXoljwH HzefvK-cgm4hQPkUF1JN W U3Fm2t7dx7N UGi W OVI7PhxCazdyfr
112 2815 38-0-0 9J
8 3d &-0 F.1100 7--04-1238-0-1 4
6.00 12 7x6 =
.1 4x10 =
3.6 = 5.6 = h4 II 1.5z4 II 3.00 12 3x8
8x8.= 1.Sz411
11-7-10 21.2-10 2 2
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
0.44 10-11
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.82 10-11
>559
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.87
Horz(CT)
0.46 8
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T1,T4:2x4 SP M 30
WEBS
BOT CHORD 2x4 SP No.2'Except'
3-17=467/341, 14-17=112512283,
B2,64: 2x4 SP No.3, B5: 2x4 SP M 30
4-13=1033/798, 5-13=413/69,
WEBS 2x4 SP No.3 *Except'
7-11=-85Of751, 7-10=01293.
W6: 2x4 SP No.2
11-13=665/1840, 5-11=-1595/2992
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-9-3 oc bracing. Except
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt
4-13, 5-13, 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
149110-7-10 (min. 0-1-12)
8 =
1485/0-7-10 (min.0-1-11)
Max Harz
2 =
-166(LC 10)
Max Uplift
2 =
-365(LC 12)
8 =
-367(LC 13)
Max Grav
2 =
y -8
1491(LC 1)
_--^
1485(LC 1)
FORCES. (Ib)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2635/1604, 341=2700/1747,
4-5=-1822/1250, 5-6=3652/2302,
6-7=-3743/2165, 7-8=-467712738
BOT CHORD
2-17=-123312283,4-14=-313/657,
13-14=-1251/2421, 6-11=-276/340,
10-11=-232914220, 8-10=-232614219
WEBS
3-17=467/341, 14-17=-1125/2283,
4-13=-1033/798,5-13=413/69,
NOTES-
1) Unbalanced roof live loads have been considered
for thisdasign.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces R MWFRS for reactions shown; 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)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 8 considers parallel to grain value
using ANSUTPI 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 withstandfdg 100 Ib uplift at
joint(s) except Qt=1b) 2=365, 8=367.
LOAD CASE(S)
Standard
Dead Lead Dell. = 318 in
�J1
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 2201b FT = 10%
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(appijkl0silt"JudImai Ankoq Uombo&Fl. lep d.o�oeollA s{ormal,mmllmm,np:ol3ned.tArmtle rlineepumisuerhamAllvclLnses-AnErnfl.Lmlu III,P.L _.
Job
Fruss
I was I ype
Qty
y
RENAR MORNINGSIDE
^' A0214416
WRMSCM1763BI
A08
HIP CAT
1
1
Job Reference (op6ona0 0'
A-1 Roof Trvsses, Fall Pierce, FL 34946, design@a10uss.cem Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Tue Mar 514.29:13 2019 Page 1
ID:Id_OOXyyT6181_TXoljwHHzefvK-50JSumOMFYnAy3FpTZ6frUM8tbzFrCvD3RW Ozdyfq
26n-10
1i4 61-11 11-1-10 18Al2 1111 2. 304-11 ]B40 +194-0
rt-0 bum I an-1s I bn-2 11-1M- 1248I J.1-e I Ja-s
146
6.00 F12 Sx10 % 5x8 II
ASA O
SX10 MT20HSG 7
4 4
5x6
3x4 G
3 W4 to 9
I.SX4 1
a1 J9e= 5
W
1.4
2 12
- 16 15w--- •_ -^. -3x4a
20 19 18 2zd II
3x4 = 1.5x4 II 4.8
3x6= 6x6= 3x411 4x18= 3.0012
Bx8 =
Dead Load Den. = 318 in
1.Sx4 II
20.11-103 2
_
61-11
11-1-10 11710 1M2
1&11 1023,3-2
30-0-11
38-0-0
61-11
4-11-15 Xf fi-S2
1-10.8 0 0
s
1-04 1-98
Plate Offsets (X,Y)—
14:0-5-0,0-3-01. 16:0-2-4,0-2-81,
f8:0-1-15,0-0-01 19:0-0-0,0-1-121, f9:0-3-0Edgel f10:0-1-14 Edgel 113:0-5-12 0-5-01
117:0-5-12 04-0]
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.70
Vert(LL)
0.48 12-13
>957
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.90 12-13
>507
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.84
Horz(CT)
OAS 10
n/a
War
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MS
Weight:246lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3'Except•
W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-8 be
pudins.
BOTCHORD
Rigid ceiling directly applied or4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 17-19
WEBS
1 Row at midpt
4-16, 5-15, 6-15, 7-12, 6-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1491/0-7-10 (min. 0-1-12)
10 =
1485/0-7-10 (min.0-1-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-359(LC 12)
10 =
-362(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORO
2-3=-2721/1649, 3-4=-2695/1686,
4-5=-1883/1280, 5-6=-1590/1234,
6-7=-3886/2415, 7-8=-4665/2990,
8-9=4517/2737, 9-10=4689/2737
BOTCHORD
2-20=1302/2377, 4-17=-225/587,
16-17=-1222/2400, 15-16=619/1610,
7-13=-518/621, 12-13=-167713641,
BOTCHORD
2-20=1302/2377, 4-17=-225/587,
16-17=-1222/2400, 15-16=-619/1610,
7-13=-518/621, 12-13=-1677/3641,
10-12=2333/4230
WEBS
3-20=-2661250, 17-20=1175/2215,
4-16=961/733, 5-16=-300/626,
5-15=271/106, 6-15=-13401496,
7-12=-839/889, 8-12=-345/505,
13-15=-81412158, 6-13=-1832/3531
NOTES-
1) Unbalanced root live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8, MWFRS for reactions shown; 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) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 10 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=359, 10=362.
LOAD CASE(S)
Standard
.'i m:.,n
n.n,dr v +- a;erxwtmwsFmnrmr,a«ree•0 ea 1.1+'„wr.rb. 'xx;r�' Invdwl n fv rs..tMxro.le:�sannta,nta
nn11E ed irnagFEMas,xrtLTvinu Nup(9m I1.J Y4a1x1E p L rexfen JWNfy W�ptlad MdM1Un.
D AIdA i foe Lvues-AnlnnrCTomEr111, P.I. IvplWvdioevlth rem,.nvn, oagblm,up1o134v4.,lEamde. mvv Fr nix whom 41 Neolkean�Ae:dOnri. irnEoN, P.[.
Anthony T. Tomb0111, P.E.
33083
4a51 St. Lucie Blvd.
Fort Pierce, FL 34946
Job-
Truss
Inuss lype
ty y
RENAR MORNINDSIDE
A0214417
�/RMSCM176381
A09
HIP CAT
1 1
Job Reference (optional)
All Hour Trusses, Fort Pierce, FL 34946, design@aluuss.00m
6.00 12 5x10
Run:
1514
5x8 113x4 II
19 18
3x4 =
3.6 = 6x6 = 3x4 11 1.5x4 II 3.00 12 T 4x8
8x8= 7x8=
1.5x31N2
21-11.4
Sin 1 §10 11orHw 4s210 IM12 2 1140 214,11023,3-2 30<11 I 'Lof
sae 4-10-14 09-0To3o a%s 7-zs
Data
14114
Dead Load Defl. = 7116 in
m
Y
�Jmm
Plate Ottsets(X,)1-
f4:0-3-00-3-01 f6:0-2-00-2-81
f9:0-1-14,Edgel
f12:0-7-00-3-101
f14:0-1-120-2-01. f16:0-5-120441
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC
0.64
Vert(L-)
-0.53 11-12
>861
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.98
Vert(CT)
-1.03 11-12
>443
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.95
Horz(CT)
0.63 9
n/a
n/a
BCDL 10.0
Code FBC20177rP12014
Matrix -MS
Weight:2341b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 *Except*
B2,B4: 2x4 SP No.3, 35: 2x4 SP M 30
WEBS 2x4 SP No.3 `Except'
W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structuml wood sheathing directly applied or 2-8-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-8-13 oc bracing.
Except:
10.0-0 oc bracing: 16-18
WEBS
1 Row at midpt 5-14
2 Rows at 1/3 pts 6-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1491/0-7-10 (min. 0-1-12)
9 =
1485/0-7-10 (min. 0-1-11)
Max Horz
2 =
-142(LC 10)
Max Uplift
2 =
-346(LC 12)
9 =
-349(LC 13)
Max Grav
2 =
1491(LC 1)
9 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2728/1635, 34=2684/1656,
4-5=-2044/1363, 5-5=178311297,
6-7=-3589/2235, 7-8=3752/2106,
8-9=4708/2721
BOTCHORD
2-19=1293/2385, 4-16=-256/571,
15-16=-1169/2366,15-30=-733fl782,
14-30=-733/1782, 7-12=-231/391,
BOTCHORD
2-19=1293/2385, 4-16=-256/571,
15-16=1169/2366, 15-30=-733/1782,
14-30=-733/1782, 7-12=-231/391,
11-12=-2324/4260,9-11=-2320/4250
WEBS
3-19=263/256, 16-19=-1200/2207,
4-15=812/603, 5-15=-316/617,
6-14=3716/1603, 8-12=-879/776,
8-11=0/281, 6-12=-2586/5315,
12-14=1702/4204
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; 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 noncmncurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0widewill fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 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 100 Ib uplift at
joint(s) except Qt--lb) 2=346, 9=349.
LOAD CASES)
Standard
x �.,in,lutl ,gill ila]4 Rti3 .FIII1l W1'Jll ILLMSinIlNlbnSllYli I[f wr'W-.ieAsr la,.�rnmrti,InuRl arle¢eeq xx;--mlb L4.11.111tlLltl Yw LS Nn@r tlEtl 1410.^aq
ulpu,c>.p¢e dax rw uo. is1 ppIq¢m0. ale rrywn,nmw rapt d r+. wy *I ev+surxn,aapw.i-.v.eemowsm ml tail T, ¢p +ev Anthony T. Tomb 111, P.E.
m urci In * wlwh.- new p.o.ms.r..a a1 bldl+w s•• eml4 ¢ e p i MN ei 'i es :amcoam ran d mimeyaxgms Mnnmumxa.avEk r w.d a ' 80083 hM1hpango- rven re htarm®pUnempbb, I¢kleq(w smla 2YIMY hltlmvll Ma ,1w,Mfya mli,mitlemp�i'n i.lMndLL iNupr.l.nip,n+hle ml lr,Nzu.:ne 44515I. Lurie Blytl.
f. iulAiMn Tb epem ^n9hAP'aiwa,LL M1ln1 n _ r9 YI+rFMi,!`+fi i ry+ fq d li'bq lagtlNY mm1 nIL Foit Fen.. R 349.6
pPi9 101EAI4dLrssn Ambryl.lnn5rIILN. Iep�uw aeltl slemunl,mpinn,np,rllnmrllvnMe rl nn pe runs rr4enA lPerllmul-/,tl�rnrl.Ie.Er61, l.L
Job
Truss
cuss ype
ty
y RENAR MORNINGSIDE
A0214418
VJRMSCM7763a1
A10
Hip SWclutal Gable
1
1
Job Reference (optional) C
w-1 nanr t ruses, rorn rlerce, PL 49anb, aeslgn((yal Wse.oxn Run: 8.210 5 Mayy 182018 YnnI:8.21a s May 182018 MDek lndustdes, Inc. Tue Mar 5 14:29:15 2019 Pagge i
ID:ld_00%yyT61Bi_TXoIlwHHzefvK-1 PRDJRScnA1 tEzDewubalGZjl hFJIrUChNwer uzdyfo
r11-0 6-9.11 11-7-10 14012 20-11-10 23.11-4 29-11-5 WIT 9W
hl-0 rr9-71 F 4-10.0 2-5.2 I 6-10.74 2-11-10 F fi-0-1 8611 1' -0-0'
6.00 12 5.6 =
3x4 =
5x6 =
22 21 _._ 3x8= 17-- 15 13 •.
3x6 = 4x4 = 2x4 11 106 14 1.5a4 11
5x8 it 3x6= 3.6=
3x4 =
23-1t1
Dead Load Defl. =1141n
LOADING(psf)
SPACING-
2-0-0
CST.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
0.13 13-28
>768
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.6018-19
>467
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.47
Horz(CT)
0.01 11
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Martz -MS
Weight:2201b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except'
B2: 2x4 SP No-3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-3-6 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at micipt 7-18, 8-15
MiTek recommends that Stabilizers and required
cross bracing be installed during Wss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. All bearings 14-11-10 except Qt=length)
2=0-7-10, 16=0-3-8.
(Ib) - Max Herz
2=-126(LC 10)
Max Uplift
All uplift 100 lb or less atjoint(s)
except 2=-268(LC 12), 15=205(LC 9),
13=-207(LC 13), 11=163(LC 13)
Max Gmv
All reactions 25016 or less atjoint(s)
16 except 2=920(LC 23), 15=1213(LC 1),
13=455(LC 24), 11=365(LC 24),
11=355(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1447/1023, 3-4=-1135/916,
4-5=-1065/932, 5-6=-845/799,
6-7=-7307752, 7-8=43/372, 8-9=-52/358,
9-10=-60/337
BOTCHORD
2-22=719/1235, 5-20=-296/374,
19-20=-462{952,19-29=-149/412,
29-30=149/412, 18-30=-149/412
WEBS
20-22=-707/1118, 3-20=-3241315,
5-19=486/479, 7-19=-150/578,
7-18=-919/501, 15-1 8=-1 1091468,
WEBS
20-22=-707/1118, 3-20=-324/315,
5-19=4861479, 7-19=-150/578,
7-18=-919/501, 15-18=-11091468,
8-18=301/105, 10-13=-2551396
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 pat bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 268lb uplift at
joint 2, 2051b uplift at joint 15, 207lb uplift at joint 13,
163 lb uplift at joint 11 and 163lb uplift at joint 11.
LOAD CASE(S)
Standard
04 nMq Wq h. x"+4 [ YL mmMq kMwy p* ,, Anthony TornM Ili, P.E. G80083 fv4kq F'n W( AVw4 M V41E)�[M1e. WI+Ya, dM Wt f 4Mb 1.11pJY,i111MV,1 HmN Imtlry8ni 11411M4 vlrltlNn tl4Lyuiege:mf Y>p LlnuW m,tlaMhm nn'., 4451 St Lucie Blvd
W 4n(11 [Mkt Iqe _h RMrk^ N'41,upyp X 'I Idlg4 fM, I� Arq Ftl6q 1' yfd 4bn N ' JII. rpn P,nItP, ^L 36yC6
( 'hl07016A I Aml6.... , Anne, 14aN AL rL I act.dal6c—,..,h,.,;,aA&6k4.dIt,.0m Fenaia In. A 1 hJ1..... AA,T.T.da III i.L
Job +
Truss
I miss Type
QtY Ply
RENAR MORNINGSIDE
Ap214419
IVRMSCM1763BI
All
Half Hip
1 1
Job Reference (optional)
ny KDOI pusses, Fon Fierce, FL s4s4b, oemgnigalwss.mm
nun:
Sx6
4
1.5A 11 3x6 =
Dead two Deb. = 1116 in
5 6 7
3x4 = T5x4 II 3.4 = 3x4 = 3x8 = 3x6 II
LOADING(pst)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deb
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0-93
Vert(LL)
0.08 12-15
>999
360
TCDL 7.0
Lumber DOL
1.26
BC 0.50
Vert(CT)
-0.13 12-15
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.81
Horz(CT)
0.03 8
n/a
n/a
BCDL 10.0
Code FBC2017/rPI2014
Matrix -MS
LUMBER.
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-4A oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5A-3 oc bracing.
WEBS
1 Row at midpl 4-9
MTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
8 = 95210-6-14 (min. 0-1-8)
2 = 93910-7-10 (min. 0-1-8)
Max Horz
2 = 312(LC 11)
Max Uplift
8 =-346(LC 9)
2 =-241(LC 12)
Max Gmv
8 = 952(LC 1)
2 = 941(LC 23)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1526/873, 34=9851640,
4-5=-597/507, 5-6=-597/507,
6-8=-904/684
BOTCHORD
2-12=113111310, 11-12=-113111310,
10-11=700/815, 9-10=-700/815
WEBS
3-12=0/272, 3-11=573/494,
4-11 =1 76/420, 4-9=-336/311,
5-9=-330/315, 6-9=6281909
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=42psf; BCDL=5.Opsf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS(envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
funding.
4) This tmss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This tmss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of buss
to bearing plate capable of withstanding 346 lb uplift at
joint 8 and 241 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 142 lb FT=10%
1
x. q llnvA ndf u Igf nASUri[all} 41JIl MAIEAMIDISnflullnl•,'Mx! ftr I, III, k, N,Mn r4 M IAnnu1 r V1 yW[ HNW JT, lwal e,11195W uke Nn,mn natl Klp9 evY
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NM<yupcgfm,es ,n.mlroarmrm+NN+�tlauay(srom m 1n(rytlnMFlx,tlVlrn,r4n,NNl,nEprm lrl f•.pni- .1n.nfel Nvp 1. pnpa,a^alt 4+a 4451 5I'le
61, 1. m,nmry xm y,N .mnl•,epmmn.i mlM�r .gmsml Nt>M. I I W^- <wYafn m,nmVf�m R.tl mi_ rT[led.
Port Pierre,FL 34ee6
(rpynlelN10I6AIfeo,hesus hWi,LTid%ffl,PJ.Irp.noaer10n4oumn.nayimo,np,oihar4 UemdevnnuinwnmErylllaelLy+erbdtee.l.lmEelO, q. ,-v.. _.. -- __.. -
X
Job
Truss Type
Qty Ply RENAR MORNINGSIDE
^ A0214420
VVRMSCM1763BI
Al2GE
Half Hip Suplwlle4
1 1
Job Reference (optional) r.
n-inwi imaaea, rwn rimrce, ru saaao, aesign�alwss.mm
nun:
3x4 =
3x4 = 2.411
29 28 27 26 25 24 23 22 21 20 19 1a 1T
3x4 = 3x4 = 3.4 = 2x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.50
Ved(LL)
-0.01
16
n/r
90
TCDL
7.0
Lumber DOL
1.25
BC 0.14
Ved(CT)
-0.01 15-16
n/r
80
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.07
Horz(CT)
-0.00
17
n/a
n/a
BCDL
10.0
Code FBC2017TFP12014
Matrix-S
Wind(L-)
0.00
16
n/r
120
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 2-29,28-29,27-28.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 23-7-4.
(Ib) - Max Hoa
2= 277(LC 11)
Max Uplift,
All uplift 100 lb or less at joint(s) 2,
24, 25, 26, 29, 23, 21, 20, 19. 18
except 17=-130(LC 9), 27=-118(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
17, 2, 24, 25, 26, 27, 28, 29, 23, 21,
20, 19, 18
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-345/193, 3-4=-282/171,
4-5=-305/184
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) 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 Details as
applicable, or consult qualified building designer as
per ANSI/TPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
9)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
10) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 10016 uplift at
joint(s) 2, 24, 25, 26, 29, 23, 21, 20. 19, 18 except
Qt=1b) 17=130. 27=118.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 164 Ib FT = 10%
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x
tom1.vabvXlRE
Job a
Truss
Truss Type
ty
y
RENAR MORNINGSIDE
A0274427
OJRMSCM1763BI
B01G
Half Hip Girder
1
1
Job Reference o llonal
Ahl Roof Trusses, Fort Pierce, FL 34946. design@a l lruss.wm
Run:
3x4 = 1=4 11 3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(fee)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.09
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.61
Ved(CT)
-0.14
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.75
Horz(CT)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC201771'PI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural woad sheathing directly applied or4-3-10 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 0-9-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation euide.
REACTIONS. (lb/size)
2 =
784/0-7-10 (min. 0-1-8)
5 =
109610-3-10 (min.0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2
-237(LC 8)
5 =
-323(LC 5)
Max Grav
2 =
784(LC 1)
5 =
1096(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces =(Ib) or less except
when shown.
TOPCHORD
2-3=-1131/309,4-5=-312/175
BOTCHORD
2-6=-331/945, 6-12=330/968,
12-13=-330/968, 5-13=-330/968
WEBS
3-6=0/678, 3-5=-11511397
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; 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 nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 2=237, 5=323.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 223
lb down and 237111 up at 7-0-0, and 110111 down and
122 lb up at 9-0-12, and 155 lb down and 1021b up at
11-0-12on top chord, and 345 Ib down and 64 lb up at
7-0-0, and 861b down at 9-0-12, and 100 lb down at
11-0-12 on bottomthord. 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 Increase=1.25
, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-3=-54, 34=-54, 5-7=-20
Concentrated Loads (lb)"
Vert: 6=-345(F) 3=176(F) 10=11 O(F) 11=155(F)
12=65(F) 13=-77(F)
Dead Loan! Defl. =1116 in
PLATES GRIP
MT20 2441190
Weight: 57 lb FT=10k
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efYud4tl'n5 MY-Iiereyneolmtlp AM bP•ns�mNtFfeY4M4Mpx h'xind4lP.itT.vlRIud4YgMeat Bl.figpm uhypxlwkNYw Jb,1 nrbL9larpprq-o,b.YmvIhR9Jflta ReuWntl =80003
h HYq M{e MfwTYr.vn MYtYMIWNhrmnvl Mlut Jb:4691gaJ W!Ynw;INPdrSl11I9YlIPImMs.Nk FRdPJs. 1RIR'atm:tggitatmf lmsCblrutpvyr.l:euktPLmnvllMt lvdY>v.ntt
St. Lucie Blvd.
t5um IdadlYr Laxmtl.m\m�ghtlllYlPwd,LL neb•,h�ml9o-erMlntl441:rm.xlrcsflm Egm�dnrMlM am�YieamnitlNbllll. For[ort P pierce, FL 349e6
(epyip611D7016AIfeel4eus-W6vyl.ionEe III,71_¢cpin/eniouhF'udemrRnl,lnmtle�m, hpmliEhcd.riOom Mr vNlev pemissiouhvmhl laolLnsesxlu6o�.7.Gtrdulh,PS_ _.. _ _...-._. - _ _ ._ ._.. ,.
Job
Truss
muss Type
CRY
RENAR MORNINGSIDE
n A0214422
MMSCM1763BI
B02
Half Hip
jPly
1 1
Job Reference (optional) 1.
A-1 Hoof I NSSes, Fort Plerce, FL 34946, dasign@auruss.con1 Run: 8210 5 Mayy 18 2018 Pant: 8.210 s Ma yy 18 2018 Moral, Industries. Inc. Tue Mar 514:29:18 2019 Page 1
ID:Id_00XyyT61Bi_TXoljwHHzetvK-R 7LxTUV45PS5RyDb19HMuBFquKOwFneNL8GQOzdyfl
-1d-0 9-0-0 12-0-0
1-4-0 I 9-0-0
5x8 � 1.5x4 11
4x4 = 1.5x4 II 6x6 =
Dead Load Deft. = W16 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Ved(LL)
0.25
6-9
>567
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.83
Ved(CT)
-0.36
6-9
>397
240
BCLL 0.0
Rep Stress liner
YES
WB 0.31
Horz(CT)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 60 Ib
FT = 10
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0A oc
puffins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 7-6-4 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
519/0-7-10 (min. 0-1-8)
5 =
43410-3-10 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-128(LC 12)
5 =
-128(LC 12)
Max Grav
2 =
519(LC 1)
5 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-426/140
BOTCHORD
2-6=-261/294, 5.6=-262/302
WEBS
3-6=-34/365, 3-5=-580/505
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; 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 nonconcument with any other live
loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joings) except at —lb) 2=128, 5=128.
LOAD CASES)
Standard
r n r�m,a4r a f� a; ur�(,[wr{ax+u muuamtntmxa.i atr� a -wtr 1. twrturw••smw�mw�.n t. n1 m nitm:.rmrn rtt nnmEu L - ok,�,n,� o d m ns y
rr ,nrn fse ax tT.Ilf omtmap f a y a mv. na4 +p.a�Impa a.dA ntmt as is mf fan uit front mlamwtm tnt ap +r• m.lp umdin Anthony T. Tombo 117, P.E.
.a a m+1.nxlm m.,av^a o me ..... a sa t.. a+r ,caemm ma.wwm m !qw WI'oar Iamnp a aaf out .+bwwv4 .,I. ulm+rn {Jak ya = a0083
mr 1a�.,rmein n r mlroaupma fw uahr�rxt+«o,.m.uvrxniehmwau d armeN . mta: f• p..un, ra.wr l.mmuyntmlesl,o)en •!t ,a,.n+e:m.a,
mJS,Ayrtmm�mwo+mml.xl into 4 9mt a {& . t rm.4�x x roams Wass d ld+aalru. 4451 tune bled.
FOR Pierrrn ce, FL b9<6
Lppipo14g01EA Ile<II ors WJorrl. tea5rlll,Pf rrpumn oedlmvdvrvoen, nvsyloihnpml pneda t6sNWa+�napnmhs eel emAlroolLesut AelAonrLLml4III, Pl.
Job
Truss
Fruss I ype
RENAR MORNINGSIDE
IJRMSCM176381
B03
Monopitch
jQly
2
1
A0214423
Job Reference (optional)
.n:nw: uumea, rmh rren.e, �,»nrm, aesign m�a,wss.wm
LOADING(psf) SPACING- 2-M
TCLL 20.0 Plate Grip DOL 1.25
TCDL 7.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-2-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 519/0-7-10 (min. 0-1-8)
5 = 434/0-3-10 (min. 0-1-8)
Max Horz
2 = 264(LC 12)
Max Uplift
2 =-107(LC 12)
5 =-191(LC 12)
Max Grav
2 = 519(LC 1)
5 = 434(LC 1)
FORCES. (to)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-599/184
BOTCHORD
2-6=-470/484, 5-6=470/484
WEBS
3-6=0/274, 3-5=-552/535
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces :3 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 lost bottom
chord live load noncon current with any other live loads.
I... Iu8 Mar J l9:Le:l`J LUlu
1.5x4 If
4
3x4 = 1.5x4 II 44 =
CSI.
DEFL
in
(loc)
I/deft
L/d
PLATES
GRIP
TC 0.46
Vert(L-)
0.06
6-9
>999
360
MT20
244/190
BC 0.37
Ved(CT)
-0.08
6-9
>999
240
WB 0.43
Horz(CT)
0.01
5
n/a
n/a
Matrix -MS
Weight: 621b
FT=10%
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except (jt=lb) 2=107, 5=191.
LOAD CASE(S)
Standard
J I
AvvllmrznAvhveyL7vmhe10, F1, pepmlv4romdnielaena6ivmrlmm,itpr•AipAe:IvilEevinu,inmpnmivJwLen NivelLnsu-AdSvvyLLmlv10, P.L
'"n N••p'twgam.:rmman
meaa,..hm:gwFg2mh.v4+.d
I:m O,+pi,m,.nussrra:+u..e.:
Anthony T. Tombo 111, P.E.
s 90083
"51.51'bxie Blvd.
• --
rot p'.ehce, FL 34946
Job
I was
I mss Type
ty y RENAR MORNINGSIDE
^ A0214424
WRMSCM1763111
COtG
Hip Girder
1 1
Joh Reference o Bonet
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitrues.com Run: 8210 s May 18 2018 Print 8,210 s May 18 2018 MTek Industries, Inc. Tue Mar 514.29:19 2019 Page i
ID:Id_OOXyyT61Bi TXoljwHHzetvK-vAhk9pV7rOXJibXP9kgWv6kMQlc2fignc_upygzdyfk
-1-4-0 7-0-0 124-0 19-0-0
1-4-0 I 7-M 5-4-0I &-" '
I
4x8 =
3x4 = 1.5x4 II 4%0 3x4 = 46 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.11
6-8
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.21
6-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.26
Hoa(CT)
0.08
5
n/a
me
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-9 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-10-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
1431/0-3-10 (min. 0-1-11)
2 =
1477/0-7-10 (min.0-1-12)
Max Horz
2 =
80(LC 8)
Max Uplift
5 =
-438(LC 9)
2 =
467(LC 8)
Max Grav
5 =
1431(LC 1)
2 =
1477(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2659/819, 3-15=-22857765,
15-16=-22857765, 4-16=-22857765,
4-5=2622/802
BOTCHORD
2-8=-701/2310, 8-17=-700/2334,
7-17=-700/2334, 7-18=-700/2334,
6-18=-700/2334, 5-6=-643/2263
WEBS
3-8=0/679,4-6=0/658
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=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed fora 10.0 lost bottom
chord live load nonconcurrentwith any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bott"r,hord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 5=438, 2=467.
7) Hanger(s) or other connection deviea(s)shalf b;i,7 —
provided sufficient to support concentrated load(s) 223
lb down and 237 Ib up at 7-0-0, 110 Ib down and 122
lb up at 9-0-12, and 1101b down and 122 lb up at
10-34, and 261 lb down and 258 lb up at 124-0 on
top chord, and 345 lb down and 64 Ib up at 7-M, 86
lb down at 9-0-12, and 86 lb down at 10-34, and 342
lb down and 41 lb up at 12-34 on bottom chord. The
design/selection of such connection deAce(6) 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 t Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Ven: 1-3=-54, 3-0=-54, 4-5=-54, 9-12=-20
Concentrated Loads (Ib)
Vert: 3=-176(B)4=-214(B)8=-345(6)6=-342(B)
15=-110(B) 16=-110(13)17=-65(e) 18=-65(B)
e0. =118 In
PLATES GRIP
MT20 244/190
Weight: 81 lb FT=10%
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hl Sy Jlgv frtM Y blWM pyat 4lhnfvPMY,ghY Nli11N1IInd W1 �! efbrxr i' 1rIkM1aC mpnM lb.lt!m,I „uww,l.ef &IgOpMoll l[Y+d,a�vfi 4451 St. Luc?MA.
x lulewl a r a n yhalin p ,1`1 . upnHMf I6 _ !q r Iwt, oa,na Irt J llll Fort Pierce, FL M946
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PNiI Y Per. Y -po p
Job
Tmss
Truss Type
QVY
RENAR MORNINGSIDE
%RMSCM1763131
CO2
Hip
jPly
1
1
A0214425
Job Reference (optional)
Aid Roof Trusses, red Pierce. FL 34946, desigr@allruss.com
4.6 i
4x6
3x4 i 4x6 = 46 =
1.5x4 II
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES
TCLL 20.0
Plate Grip DOL
1.26
TC 0.99
Vert(LL)
-0.27
8-14
>846
360
MT20
TCDL 7.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.48
8-14
>477
240
BCLL 0.0 '
Rep Stress Inter
YES
WB 0.10
Horz(CT)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight: 76 lb
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 7-1-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
700/0-3-10 (min. 0-1-8)
2 =
781/0-7-10 (min. 0-1-8)
Max Hors
2 =
95(LC 12)
Max Uplift
5 =
-161(LC 13)
2 =
-200(LC 12)
Max Grev
5 =
700(LC 1)
2 =
781(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1005/600, 3-4=-815/657,
4-5=-1011/603
BOTCHORD
2-8=-376/811, 7-8=-3761815,
6-7=-3761815, 5-6=-376/810
WEBS
4-6=-351265
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=4.2psf; BCDL=5.Opsf; h=130;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been dosignad for at0.0.psf bottom
chord live load nonwricurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1O0 lb uplift at
joint(s) except ot--Ih) 5=161, 2=200.
LOAD CASE(S)
Standard
Dead Load Deft. = 3/16 in
GRIP
244/19D
FT=10%
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f •uNNI( rme � •Fblen 1.1 •Inf & ILImbfi3 1 ryR Inxtolr':1q ImmlleNY !3tl 1!H_
axa
� Fod Pierce, FL 349<fi
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Job
I russ
muss ype
ty y
REtJAR MORNINGSIOE
` A0214426
WRMSCM1763BI
CO3
Common
1 1
Job Reference o tional �
nun:
4x4 =
4
514:29:21 2019 Page 1
6L97dC431NvAYzdyfi
Dead toad Den. = 3/16 In
6.00 r 12
1.5x4 1.5x4 9
3 5
1
1 b
Bi
4x4 = 5x8 = 4.4 =
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC OA5
Vert(LL)
-0.14
7-13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.30
7-13
>750
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.20
Hom(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-13 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 7-5-7 oc bracing.
_SMiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installafino guide.
REACTIONS. (lb/size)
6 =
700/0-3-10 (min.0-1-8)
2 =
781/0-7-10 (min. 0-1-8)
Max Horz
2 =
99(LC 12)
Max Uplift
6 =
-165(LC 13)
2 =
-204(LC 12)
Max Grav
6 =
700(LC 1)
2 =
781(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
whenshown.
TOPCHORD
2-3=11581777, 3A=-873/579,
4-5=-869/577, 5-6=-1142f764
BOTCHORD
2-7=-612/1014, 6-7=-594/977
WEBS
4-7=-269/531, 5-7=-308/363,
3-7=-3431383
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=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Qt=lb) 6=165, 2=204.
LOAD CASE(S)
Standard
PLATES
MT20
GRIP
244/190
Weight: 84 lb FT=10%
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• cart Nielre, R 3494h
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Job �
Nss
Nay ype
ly
y
RENAR MORNINGSIDE
A021442]
VlRMSCMI]6381
C04
Half Hip
1
1
J h R 1 Ce ( pC0 all
Ail Knpl I n6SeS, ran P eioe, FL 34945, de519n(mal Wss.LOm Run: 6.210 s May 16 2U18 GnnC 6.210 s May to 2018 MTek IntlusVies, Inc. Tue Mar 514:29:21 2019 Pagel
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-sZoUaV WNNOnlyugoH9i_Xphl6J77T6431Nw1YzdyrI
-1-4-0 5-94 11-M 19-0-0
7-4-0 6-9-4 5-2-12 843-0 r
4x6 = 3.6 =
4 5
Dead Load D.O. = 5116 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
it
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.85
Vert(LL)
-0.27
7-10
>840
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.95
Vert(CT)
-0.56
7-10
>404
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.02
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 99 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
69510-3-10 (min. 0-1-8)
2 =
776/0-7-10 (min_ 0-1-8)
Max Horz
2 =
247(LC 12)
Max Uplift
6 =
-197(LC 9)
2 =
-188(LC 12)
Max Grew
6 =
695(LC 1)
2 =
776(LC 1)
FORCES. (lb)
Max. Comp./Max, Ten. - All forces 250 (lb) or less except
when shown. -
TOPCHORD
2-3=-11031624, 3-4=-774/392,
4-5=-631 /427, 5-6=-636/485
BOTCHORD
2-7=-811/963
WEBS
3-7=-376/434, 5-7= 499f738
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=4.2psf; BCDL=5.Opsf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 lost bottom
chord live load nonconcurrent with any other live
loads.
5)"This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except 61=1b) 6=197, 2=188.
LOAD CASE(S)
Standard
pxrmiaioll Aom A -I YuotLeumd 0... L4.brilij.f.
Arthony T. Tomha ll, P.E.
= SOC63
4451 St. Lucie 81cd.
Fort Pierce, FL 34946
Job
I ruse
I ruse I ype
lY y
RENAR MORNINGSIDE
A0214428
WRMSCM1763B1
CJ1
Comer Jack
6 1
Job Reference (optional);.
A-1 Roof Trusses, Fort Pierce, FL 34946, design@al Luss.com Ran: 8,210s MaY l8 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Mar 5 14:29:22 2019 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzetvK-KlMsngX?aJv 72F_gsDDXkM1?Wtks7bEly6T7i zdyfh
-14-0 F• 0.1111
1-0-0 0-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TIC0.18
Ved(LL)
0.00
7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-3/Mechanical
2 =
166/0-M (min. 0-1-8)
4 =
-16/Mechanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-3(LC 1)
2 =
-70(LC 12)
4 =
-16(LC 1)
Max Grav
3 . =
12(LC 8)
2 =
166(LC 1)
4 =
20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vul1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. If; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s)3, 2, 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 6lb FT = 10%
A[.q RUM'Y( ,IorR-M1Ftlin&.44 RM,(cm,ce IOU klli Yr rraA-I le46pp al frdn %milmis kplh ,1kw'. Ik tM(1.I IE'It1An LN. .EtlntH tlntl T0,1
ql .' ItlN IL hRlwNtltll M91,e15}c X4 RPrtpeun tlpM brtl 4.xq ya dtlli'*'ble{. e:du}11j.I dFAyAN IRLblp vop bga tnvin -6y Anthony T. Tombo 111, P 1.
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r1 ♦IUTA♦01( pPW ¢M mql tll4n f Ihl ul 1 t A I IT"A" t YMf9 W7nvdkm NuH 1111
(d hI020]1 A I Iedlanes AnlarY711 ne 111J.1.re N o e lHn gonna Port Pierze, FL 349tl6
pprqp ginh ,poFebedrlHon He rnnmpnni M1 A -I llonrasrAedonpi lrmtolil, P.(.
Job
Truss
was ype
ly
y RENAR MORNINGSIDE
SIRMSCM176381
CA
Camer Jack
5
1 A0214429
Job Reference (optional)
n, maul rmsses, ron rierce, rL aq , aesign(jalwss.com
1
3s, Inc. Tue Mar 514:29:22 2019 Page 1
-_gsDDXkM 1? W sRs7bEly6TZ_zrlyfh
Plate Offsets (X,Y)—
12:OA-0,0-0-41
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deft
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.18
Vert(LL)
0.01
4-7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 12 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 60/Mechanical
2 = 201/0-8-0 (min.0-1-8)
4 = 30/Mechanical
Max Horz
2 = 82(LC 12)
Max Uplift
3 = -43(LC 12)
2 = -72(LC 8)
4 = -27(LC 9)
Max Grav
3 = 60(1-C 1)
2 = 201(LC 1)
4 = 49(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) WihC: ASCE 7-10; Vulf=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 lb uplift at
jclnt(s)3, 2,4.
LOAD CASE(S)
Standard
p q hrvlNngY m11 kL RdS6j*91rllYlll{IIWrl9Pll[Ylnmx'U:l t:nr m' I+INJppnemW NwN. I. Ory+e q'P �dhlMII.1 I+NILIa+ a Nh. Ytl u4 MY mmP y
WI'u+9rlA YfY tl4h10J Nll+l „i4o4l+Mxr1 Ip MI Y Megltl.p p.fpMpPWWlgsn'u9rtyM00(pglni ,1 f}d+bl[,1 M.M IgI.IYLM+Vru.i@] L =+ntl6i Anthony T. Tombo 111, P.E.
y tlmv1..X t r. hcp,xN.tlrvl..r mo.mmmNgf AI.uy Mq m h a.rerl.n.vAm.f lxt'hgpr EN&IOR.NmkN Wert mWlbiq q emiln h.yN1. qm ' %300a3
a l.v:lln:r rxaa..:- :,r+..artmw.pwrmpgv 11Wagfrq Lbrlm mr.pey+gln+Nuamm.m.fnrp.,Nplga Rl N.a.a•rp�.+a .tam ra•r. 1. ImrPri.rneMlm. r,N.rY..;v 4451 EI. lode Blvd:
rtx.ulaMlt RmyeN-r�g1ltlllwrnrhN INlmr (qml- [IpIY 1[r L 4v Fy ntsi Nfq NgaaNtmvmlNNbIPH Fort Pierce, FL 34946
p(rpri+bD1PI6F1faoRnsses-ktleeri.lomEe Yl 1.[Pip In rehP Jer ml,magle,syollYed nlennemnee Pneftim4w41leoliului l@n.,Lleedalll,hl.
Job
11as
I was I ype
Qty Ply RENAR MORNINGSIDE
' A0214430
WRMSCM1763BI
CJ3A
Comer Jack
1 1
Job Reference (optional)
n, nwi uua a. Nn nerve, re,» , oesign[Nawuss.com 1<un: alloy may lazma vanr.a,us may iuzm a mnex lnaustaes. mc. we mar a 1429232019 Paggel
ID:Id_OOXyyT61Bi_TXo1jwHHzefvKaxwE_AYdvdl IBCgAOakS3xuCuvCsbarN Wmi 5.Rzdyfg
2-7-9
279
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Vad(LL)
-0.00
3-6
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.11
Ved(CT)
-0.01
3-6
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
1
n/a
n/a
SCOL 10.0
Code FBC2017rTP12014
Matrix -MP
Weight: 9Ib FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-9 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
- Mi7ekgecommends that Stabilizers and required
cross Sratlng be installed during truss erection, in
accordance with Stabilizer Installationguide.
REACTIONS. (lb/size)
1 =
136/0-M (min. 0-1-8)
2 =
88/Mechanical
3 =
42/Mechanical
Max Horz
1 =
52(LC 12)
Max Uplift
2"—=
-31(LC 12)
Max Grav
1 =
136(LC 1)
2 =
88(LC 1)
3 =
56(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10: Vu1t=160mph (3-second gust)
Vasd=124mph; TCDL=4:2psf;.5CDL=5jQp5,,T; h=13Il;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exlenor(2) zone; cantilever left and right
exposed ; end ver ical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 36.0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
hearing plate capable of withstanding 100 lb uplift at
joint(s) 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=l-25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=54, 34=-20
Concentrated Loads (lb)
Vert, 7=75
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hAx,pwrn am^ a mrro„1 r wnlaa do kuxgr lad+dm a.,w.uvl m 3I14 dmd m- amr IN via' ,yen„m:admsda•tmmm:.lmw,m.,aan.lhuwa+..au = 80033
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• Fort Pierre, R 34W6
6ppi9dl®]01l AI Fel6eva Aellpey Lfemde lll,Pf PgmGa,vepin lAumm,ueglereyrsp d3netl.ndamae.nlxe pembwel emAlleolLnus-km•.f.Iemd401,r 1.
Truss
I was I ype
UtY
P1Y
RENAR MORNINGSIDE
A0214431
`hRM5CMt763a1
Cis
Ccmer Jah
5
t
Job Reference (optional)
1 moo, I msses, ran rlerce, VL . rr o. aesgnuaivuss.com
6
1
2x4 =
514:29:23 2019 Page 1
3wbarNWcs15Rzdyfg
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
I/deb
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
0.04
4-7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.29
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
nla
n/a
BCDL 10.0
Code FBC2017rfP12014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No-2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 112/Mechanical
2 = 26810-7-10 (min.0-1-8) .
4 = 59/Mechanical
Max Horz
2 = 123(LC 12)
Max Uplift
3 = -80(LC 12)
2 = -69(LC 12)
Max Grav
3 = 1121LC 1)
2 = 268(LC 1)
4 = 88(LC 3)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.6(l
2) This truss has been designed for a 10.0 fist bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-&0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 lb uplift at
joint(s) 3, 2.
4 q ltrc.eNgH hllnl nSil jdlllllVH4IIIN{II IXIICI}Itl3ik Ml'J111[r3raatlfRNv, lrAtYVAl.udmWndulpnlYl iq+L ryilb',Wlkel(s tl.I bry 11M PF' Wennrn tlW ICPry
4i arf9k IdF Wm91NIM tltl 1 R91p n tN'WI M1 J oIPJ. FnMt paativld'u4vltgte %,ywWryb Rl p Mtrfl LYJ bll-0Nr delRl hL,ry+ wpan,W Intl�Mf
Anthony T. Tembo 111,PE.
M tln�l;.s 5 kN a F,.d4ndhp hp , d }d MMI .Gy d+mltla N,LSnln. brtll+Yx1M<wflFi q 9P da'90Nv.ma H ...Lsq!#qnm -MMe tlh gndY,n uM.fntl
a 90083
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4d515t.Lucle Blvd.
f uWdll CMtl petl M.yl ,NK rl fnln S F lal 1 1. 14 F9 �u dwlnVA Cknlb WNw Itld" VII_
T°
Fort Pierce. FL 34946
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Job
Truss
I mss L ype
Qty Ply RENAR MORNINGSIDE
A0214432
WRMSCM176381
CJSA
Comer Jark
1 i
Job Reference (optional)
A-1 Roof Trusses, FOM Pierce, FL 34946, desgn@altruss.com
Run: 8210 s May 18 2018 Point: 8.210 s May 18 2018 MTek Industries, Inc. Tue Mar 514:29.24 2019 Pagel
ID:Id_0OXyyT61Bi_TXo1jwHHzefV GBUdCWYGgxAcpMPNyHGhc9RJIJUKK15WlGbaetzdyff
3.4 =
4-7-9
4-7-9
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(L-) 0.04
3-6
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.35
Vert(CT) -0.05
3-6
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT) -0.01
2
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 15 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-7-9 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
202/0-3-8 (min. 0-1-8)
2 =
119/Mechanical
3 =
62/Mechanical-
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-3(LC 12)
2 =
-78(LC 12)
Max Grav
1 =
202(LC 1)
2 =
119(LC 1)
3 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second. gust)_
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed, end vertical left exposed;C-C for members
and forces 8, MWFRS for reactions shown; Lumber
DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psi bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf an the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=54, 3-0=20
Concentrated Loads (lb)
Vert: 7=45
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,axmldiWN M .magMtllreuswtlm iwinv6up(q a¢I0.tafNr!n1a r RaEgn t Ptlfq 14gr IaaanRN Fart Plerw, FL 34946
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Job ♦
russ
russ ype
ty
y
RENAR MORNINGSIDE
QNRMSCMI)63B1
HJ7
Diagonal Hip Giber
2
1
A0214434
Job Reference o lional
Pql Roof I susses, Fort Pierce, FL 34946, design@altruss.com
2x4 =
4.24 12
Run:
3x4 n
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
-0.05
6-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
-0.11
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.44
HOrz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
DOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/Size)
4 =
143/Mechanical
2 =
51910-10-7 (min. 0-1-8)
5 =
307/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-107(LC 4)
2 =
-145(LC 4)
5 =
-50(LC 8)
Max Gmv
4 =
143(LC 1)
2 =
519(LC 1)
5 =
307(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown. -
TOPCHOR15 -"
2-11=-818/130,11-12=-755/155,
3-12=-755/145
BOTCHORD
2-14=-230f748,14-15=-230r748,
7-15=-2301748, 7-16=230f748,
6-16=-2301748
WEBS
3-7=0/285, 3-6=-790/243
�1014--E
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1311;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical 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 nonconcumenl with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6.0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 He uplift at
joint(s) 5 except at=lb) 4=107, 2=145.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
Ih dawn and 61 lb up at 14-9, 77 lb down and 61 lb
up at 14-9. 32 lb down and 41 lb up at 4-2-8. 32 lb
down and 41 lb up at 4-2-8, and 56 lb down and 87 lb
up at 7-0-7, and 56 lb down and 87 lb up at 7-0-7 on
lop chord, and 241b down and 35111 up at 1-4-9, 24 lb
down and 35111 up at 1-4-9. 20 lb down at 4-2-8, 20 lb
down at 4-2-8, and 38 lb down at 7-0-7, and 38 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
7) In the LOAD CASES) section, loads applied to the
face of the truss are noted as front (F) or back (8).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=54, 5-8=-20
Concentrated Loads (Ib)
Vert: 13=-72(F=-36, 8=-36)15=-9(F=-4, B=4)
16=61(F=-30, B=-30)
3x4 =5
PLATES GRIP
MT20 244/190
Weight: 43 lb FT=10%
6. q IIntIE IN le SInG nESni{IItII-{nW1'lIIYSLf :dll[RfbIGY(P1T! CY { JIII'1 I:EINupI 4 rJ 4 Xnulk I G pA qRT,¢ ple1a11.1 b41Lld Y 1. 6 9d Mq OM 61'G. }
Y11mmIM Yh ulbpel3JGk tl1.1 1 R41 Iqk SK 7f lry G. udl 14E!,p N A d pN Vu4 Ylny Itl%SrMI Mu}rl IY d 01[O,tl1. wf lMl bl P µCWq '4Y1 Anthony T. Tomba IH, I.E.
d - dQJn S H ,M 61 tlmJ Mf o A RY nIXy N,T. h, dRIIL!Y Il Wtl_b tll YN 4nl IM11 P F tlh R9d ANI drat WO.lY.4 V - Ed NG. ItHF d S $eC6i
d11V1NT.'^d ls',w. is :aK mPN p9mwf itln N6G4%r,ape{e � 4Cl IdLJN 61nIdW{ y ufLR EN 111hM Y: y,v 3bnnYL4 Guw.l.nf klT�6u nllm,6�ew.. v,c A4$15t. LeCIe 6Vd.
,3 •ulbdlp Gdef pM ^m9fldP'xlu,rvrtl� tm, _ q. Itlilhl+4i 1 1 SYC. 61x t 11'd39 aq]3 tlt IWd IXI FoA PiP¢e FL 34-46
6VI*41nb Uld 4I1e' T"u" -bl6q T. hA.111 I.E. le ledra o.elll'Uarvmrm ne. Imn s loA l'Ied. Aenl6unnev a miu ae LNmA l IeAUnses AeAmn Llonlolll,P.L
P r 1 i r
OTruss
mss ype
ty y
RENAR MORNINGSIDE
�' A0214435
WRMSCM1763B1
HUA
Diagonal Hip Girder
1 1
q
Job Reference o tionet)
A-1 Roof Trusses, FortPierce, FL 34e46, design@a1 Wss.cora
Run:
3x4= 1.Sx411
3-5-14 164-2
Dead Land Dee. = 118 In
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.85
Ved(LL)
-0.09
6-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.87
Vert(CT)
-0.22
6-7
>541
240
BCLL 0.0 '
Rep Stress Ina
NO
WB
0.84
Horz(CT)
0.02
5
We
n/a
BCDL 10.0
Code FSC20177rP12014
Matrix -MS
Weight: 44 lb FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly aoplied or 5-0-6 oc
pur ins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4- -- =
181/Mechanical
2 =
57210-10-7 (min. 0-1-8)
5 =
305/Mechanical
Max Herz
2 =
182(LC 4)
Max Uplift
4 =
-128(LC 4)
2 =
-137(LC 4)
5 =
-26(LC 8)
Max Grav
4 =
181(1-C 1)
2 =
572(LC 1)
5 =
308(LC 3)
FORCES. (Ib)
Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except
when show2- -
TOPCHORD
2-1 1=1 139/161,11-12=-1100/183,
3-12=-10791194
BOTCHORD
2-15=272/1068, 7-15=-272/1068,
7-16=272/1068,16-17=-272/1068,
6-17=272/1068
WEBS
3-7=01309, 3-6=-10921278
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate gdp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurient with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 5 except at -lb) 4=128, 2=137.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 lb up at 1-4-9, 7716 down and 61 lb
up at 1-4-9, 46 lb down and 38lb up at 4-2-8. 32 lb
down and 41 lb up at 4-2-8, and 59 lb dawn and 85 lb
up at 7-0-7, and 56 lb down and 87 lb up at 7-0-7 on
top chord, and 24 In down and 3511b up at 1-4-9, 24 lb
down and 35 lb up at 14-9,.18:Ib.dewr�iE,4P2-_8.;73.Ib -
down and 40 lb up at 4-2-8, and 35 lb down al 7-0-7, -
and 38 lb dawn at 7-0-7 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 back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Unifgnn Loads (pit)
Vert: 1-0=-54, "- 20
Concentrated Loads (Ib)
Vert: 12=-45 13=24(13) 14=-78(F=-36, B=42)
16=18(F=-4, 8=-14) 17=-64(1`=30, B=34)
r a n,Rw�nnl a AIN nzsnf>AI¢f w+l rnnslrelOn[urnh.
YI Yn't7 N n Ih hi]pl k tll l 1 Oey (qe p f uRrNu
1 aJ dvsl.' 4gMiw11 h W rchd 0 hp rra: q e 61
MI-i pnerdhn L RtYM 41W ttl r9u Wrnl tl MM
x 19iw11 hM fld. mm�911tl IN -.di 1n G y „
� 6prr sRl®t0lEbl bolinsses�A.dnry LlamRell6 PF. RepiodeMoe open
Roo@ ma - M�Rent 1.1onFo Iry PL
An hin,, T. Tombo IIp, PX,
30083
4451 St. Lurie 8H4
Fort P:erce, FL 34946
O
-I
russ I ype
Qty
y RENAR MORNINGSIDE
A0214436
SCM1763B1
J]
Jack-0pen
6
1
Job Reference (optional)
:1 Roof Trusses, Fort Pierce, FL Mani, desiga@a1t uw.mm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mirek Industries, Inc. Tue Mar 51429:27 2019 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-dAlgYb8ysYBgp8ydPpOEn3iEXOLXNaREgEECzdyfc
3-0 7-0.0
1-4-0 7-0-0
3
6.110 12
Dead Load Dell. = 1/8 in
m d
�A
2
-
-_•----_..1� _ � ewe- ..._.,,a..•�-�
e
e
4
3.4 =
7�0
- -
7-0-0
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(L-)
0.17
4-7
>478
360
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.65
Vert(CT)
-0.22
4-7
>386
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
-0.01
3
We
n/a
BCOL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight: 24 lb FT =10
LUMBER -
TOP CHORD 2x4 SP No.2
DOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be- installed during truss erection, in
accordance with Stabilizer Installation guide. !
REACTIONS. (lb/size)
3 = 164/Mechanical- -
2 = 340/0-7-10 (min. 0-1-8)
4 = 85/10echanical
Max Horz
2 = 164(LC 12)
Max Uplift
3 =-117(LC 12)
2 = -79(LC 12)
Max Gmv
3 = 164(LC 1)
2 = 340(LC 1)
4 = 126(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100111 uplift at
joint(s) 2 except (jt=lb) 3=117.
h.q Mad. h LIn4 R.i}jdWYl Veit ll f f AI[6 YA9(RN La F aRA:'1 i.116JPI M+�@vin.mllml9ey+Angl1[i nmlfl III I lkl Llelm Y k' ... Id M+ tld O IPI. '1
BI laa WYulbmlWu ad! 1 Myf;� .Ievn GpaMymutl eltrl=+1 •tldptlntl •.v1 +4aW arS pin{+tl&+Yet. Itihl Ipput NeRl'b.n wrea lql b. uMJq
N I4II. lf+un Lpq Ge+W.. LhP tr0 HP.:mur OtiM Cm Y(. SMmYdld N.IIFL `u4nnitlmlWdcW! Ilel Mml lsiuf 5..f+.m Wk✓RW.lm P 1,4 Anthony T. Telnha lllr C.E.
4Fi 1kT M! .. 1. mROMppay. col MY tl Y44(! Mtlllu+ 'Pf'Idlip!„IeWLn etlsxdYPniPIn+lYImmL7'�.sTiflmnlbknvl4upr,lrrlen�4pnmin+rMe.s.aYl+ =90083
f+.�w16d11 ntlm tl1eY ^I^911tlI1flnhra elM1 M-'a 9 II'IpiJy p i k y..rrme.aF4 wcyyagrnnnlad=nu_ MSl 6t. Lucie Bkd.
.fodJ rs'6110201641dlAsb..... I Pierce, FL 34PG6
teolLnus-hlbvnrl.ientolg, P.L
O
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rush ype
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�A0214437
vMMSCM1763B1
J17A
Jack-0pen
1 1
Jab Reference (optional)
A-1 Root busses, Yon Pierre, FL 34946, design@llalbuss.rem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Tun Mar 514:29:27 2019 Page 1
ID:Id_00XyyT61Bi_TXoljwHHze/vK-gjAlgYbBysYBgp8yd PpOEn3nkX09XNaREgEECzdyrc
-14-0 7-M
7-4-0 7-0-0
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.57
TCDL
7.0
Lumber DOL
1.25
BC 0.66
BCLL
0.0
Rep Stress Incr
NO
WB 0.00
BCDL
10.0
Code FBC2017/iP12014
Matrix -MP
LUMBER -
TOP CHORD 2z4 SP M 30
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
203/Mechanical
2 =
415/0-7-10 (min. 0-1-8)
4 =
95/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-97(LC 12)
2 =
-34(LC 12)
Max Gmv
3 =
203(LC 1)
2 - =
415(LC 1)
4 =
136(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mpl-r, TCDL=4.2psf; BCDL=5.Opsf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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 lb uplift at
joint(s) 3, 2.
DEFL in (loc) I/deft Ud
Ved(LL) 0.16 4-7 >527 360
Vert(CT) -0.26 4-7 >316 240
Horz(CT) 0.01 2 n/a We
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-54, 3-9=-54, 4-5=20
Concentrated Loads (lb)
Vert 8=A5
Trapezoidal Loads (plf)
Vert: 8=,9-to-9=-54
Dead Load Dell. = 3/16 in
and
M
PLATES GRIP
MT20 244/190
Weight: 24 lb FT=10%
t.q Ruln llh I IU9.n inrssun7eH'II,R\[am[n[m•rCM:YJ l,u[s-,e[IrM1 IrM 4,w Wadte MI a{®emy llb.v.m4M t.I xW.ltun L oa „tle. vw m199.y
Wi mrxe lely INhil9 edl r Irm. Pa jl fp.Mr4x Mar tl re0.p a Pt' d r aJ,q ry WEryYMI pdn : 1 ty.Y xReah.l 141. 11 T epa Ltlnuba �b Anthony T. Tombo Ili, P.E.
' r] dh'. Iz 4 INIiy N bNldrypat„dtf qy4 dkN's(p,ll h'al,dtlblxl :C 1 Y 1 Y 1 9 tlhN4od Mtl dtr tY1�e11My 9 It1E 'Y,gJYY �3Mtl =8.
"."hes,dlRmL ,n xM.. W�1tls IR W6gfeap9fdgb O'WI!rlL,bdMI1dW tr (<l¢e 1Mtl1e 1. ye31m1e14:Writ•InepnpvintRt{+u1�mw1[gt4Maxv. aLn gg525t Weeii vd.
r lubivYl I m pd, v..mylltllle. - rdnYd N IC14bink W L rca6P d w y to a if r tlYOtl.
(vppi¢I®9016414dhesseaAmloryl.lvmhalil P! pepodec avofllndomnenl,loarylmµnplv116itrd Mrnrde.r nnpe,m lswvto-mAlledLnuolerFvnyi lealolll,PL Fort P`ene, FL 34446
Job
I russ I ype
tyPly
RENAR MORNINGSIDE
WWSCM1763131
TO1GE
Common Structural Gable
1
1 A0214438
Job Reference (optional)
Iwssmm xun: tl3lu a May In Zulu Pnm 8.210 5 May 15 2ma Ml l i, lndushies, Inc. Tue Mar 5 14:29:28 2019 Page 1
ID:Icl 0OXyyT61Bi_TXaljwHHzefvK-8vj72ucmj9g1Hzj8B7Kdm?clpwmGpg6guZonezdyfb
M1b4 4-00-0 W2 M 1'10-0
1d-0 1.84 3-3-12 I 3312 114 I 1-4 5
48 =
n nnR�- 4
3xm = 3x10 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL) 0.09
9-10
>896
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT) -0.00
9
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 89 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
WEBS 2x4 SP No.3 *Except•
W3: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied orb-0-0oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
10 =
435/0-3-8 (min. 0-1-8)
9 =
413/0-3-8 (min. 0-1-8)
Max Horz
10 =
145(LC 11)
Max Uplift
10
-196(LC 8)
9 =
-190(LC 9)
Max Grav
10 =
435(LC 1)
9 =
413(LC 1)
FORCES. (lb)
Max. Comp./Max. 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; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) 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 Details as
applicable, or consult qualified building designer as per
ANSI/rPI 1.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 fist bottom
chord live load nonconcurrenl with any other live
loads.
7)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capabld of withstanding IGO lb uplift at
joint(s) except 01=1b) 10=196, 9=190.
LOAD CASE(S)
Standard
e Yy.11nutl ryb rtiiIS RS{JrdWl)Grn(plMlt(Ynll[ nSlLtll0.11'1\ r AIr'M I1.IAJylerae rndM•MnnM1l N#M Nllr-®Ib W#nll ls46,111tl 9 N M.W :M Md X1A0
Wl lumeiltl^ w" NM Ikl •II lrrlMpnTlryrtP 1 1 Mm tl gli9¢Irnn rlmpY Iutl qumlml°uMv11 M Eh yel Lry.1AwnIIWnx.M R11wn qr 6e p a ty
d nnvbnx o-d sum dnm,rr ao.. lase. a MthonyT 'emho 711 >E.
mr -w a,y m:,nnam4n xwtl.uml e.l 4mdlM1l tort ..•Ism¢w wp emmulmepx+q +.q am, xny aek w,v..a p90083
bldryir,p 4erx i..:,en.wlWWhptlmlWpq 1. LMyI #rm4Mibvm 4Npl mxhl. a9lp ram apw'µ...lrla.-a..pnHruwanrn.l: 1prupw i.Mh;,!gerrmr srwarr,...0 44515800t. a8hd.
n Mulewll ,sN VMysrmgr-wlnnnmd ltrlml[ - Ih14 I. uSiR [•pmd IWaq IA�d VYvi r..H IRI
• Fort Pierce FL 34946
( pnipAl�fild Al[#allmvn Avumrl lemM1#III, 11. pep Ivn nn Andvm eul,meglmgnpnll'nedrmlmNewnopemiti M1.nA ld:ethv1u1116veyT.bm1a9Tp.b
Job
Truss
I russ I ype
Uty PlY
RENAR MORNINGSIGE
I A0214439
WRMSCM1763B1
T02
Common
1 1
,14
Job Reference (optional)
n-I MWI IIUs a, on ne .wavu, aeslgntmaI"..com
4x8 =
6.00 12 4
4/ 153 II 55x411 4 ,
2 6 4x
11 10 9 8
1.5x4 II 3x10 = 1.Sx4 II
3x10 =
rP
LOADING(psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/FP12014
CSI.
TC 0.22
BC OX
WB 0.09
Matrix -MS
DEFL. in (loc) I/dell
Vert(LL) 0.09 9-10 >887
Vert(CT) -0.07 9-10 >999
Horz(CT) -0.00 9 n/a
L/d
360
240
n/a
LUMBER -
TOP CHORD 2x4 SP No.2
5) Provide mechanical connection (by others) of truss
BOT CHORD 2x4 SP No.2
WEBS 2x4 S•Except•
to bearing plate capable of withstanding 100lb uplift at
P
W3: 2x6SSP No.2
joint(s) except Qt=lb) 10=195, 9=195.
BRACING -
TOP CHORD
LOAD CASE(S)
Structural wood sheathing directly applied or 6-0-0 oc
Standard
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
430/0-3-8 (min. 0-1-8)
9 =
43010-3-8 (min. 0-1-8)
Max Horz
10 =
143(LC 11)
Max Uplift
10 =
-195(LC 8)
9 =
-195(LC 9)
Max Gmv
10 =
430(LC 1)
9 =
430(LC 1)
FORCES. (lb)
Max. Comp./Max.
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; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
PLATES GRIP
MT20 244/190
Weight: 75 lb FT = 10
f eq.R ltl q iY111f4j'illll}511 NS ro9 SfAn pl y,e l.M IeEIk PN uII'q'N18n I 4 W A'Ik`-hlAoll Xru0.lEld 9 -� Y61I glrt aN MI4'
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N OUL: 4 II ! eyx lFN h0 NL' as III Wy. R"16lU WdI YrI_Niallu 9Vl dWPW MH qWi tbirtgl%'Fp -Nid WilgA,!-b I s =80083
Ibl Eap0111 W! Pnl t.✓ h1MW Wlmua 'w7 W 9f 1^ 4Y 1'tI Nh IH"WA Nb M,I 1F.b M'IIAIne.futWhnglL•1nikWre.l ni9ni'uPannfln iNMc'vm rct 44513[. Luce Blvd.
Y u14.4lr [ 'glmi ncglldll q ii t q+ 1 Ibl 1 (q- E fMJly Iligb'aq IdN IIII
Fort P:e:re, FL 34946
("i'klo 26 A IWITasses. Amd p1.h.hULPd. Pep .oar ofd liewbm ev Ilmn,npm0d'ned Lnherl Re vlmn permilinl anbl lodLmrzl LlFrgrlJeIIM11I,P[.
Job*Truss
m55 I ype
ty
y RENAR MORNINGSIDE
A0216440
YVRMSCM1763BI
T03
Common
1
1
Job Reference (optional)
A-1 ROor TN53¢5, Fon Pierce, FL 34946, tlesignQal Wss.cem Run: 8.21 0
3 May 18 2U18 fTnl: 8.21U S May 18 2018 Mn eK iodu sines. Inc. I U¢ mar 5 14:29:29 2019 Page 1
M ID:Id_OOXyyT61Bi_TXoljwHHzeNK-d5HWFEcOUTouv7HKlgmJC8grKAv?GxFvYJ W 5zdyfa
f44-6 J9-26
1LI0150-i-9.10-03112 15:10 540 I
4x8 =
6.00f12 4
1.5x411 3x1o= 1.5x411
3.10 =
14 10
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Ved(LL)
0.09
9-10
>917
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Ven(CT)
0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00
9
nla
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 75 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3 *Except*
W3: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation guide.
REACTIONS.
(lb/size)
10 =
419/0-3-8 (min. 0-1-8)
9. =
432/0-3-8 (min. 0-1-8)
Max Horz
10 =
-149(LC 10)
Manx uplift -
10 =
-196(LC 8)
9 =
-196(LC 9)
Max Grav
10 =
419(LC 1)
9 =
432(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=14V261
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=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 10=196, 9=196.
LOAD CASE(S)
Standard
x'9'N,bl1 q'J htllltm33]I>JIIIj6:riY lilgflL].fll@I:Il1Y p1gU Mvl I.IIb PI '1'tl+V .11 4A b`91Po:dMl,fnlllwbP.Ik IA LMn W:xn: Md GI1"."
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1x4u1'dx,tt ,el •.mnhsrmf wtl <f lbin,u. q i1S4f+;Ar 1 .goad r4feq NgxlaMb la«Abnv Fan Fierce, FL 34946
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Job
Trus—s—
I may I ype
ly
y
RENARMORNINGSIDE
� A0214441
MMSCM176381
T04
omm
Con
1
1
Job Reference (optional)
Kun:
1
A-1 n001 I russes, �On YRmB, FL"3 b, dclgraJa l lsum.mm
4x8 =
6.00 f12 4
1.5x411 3x10= 1.Sx411
3x10 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL- in (loc) I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC0.22
Vert(LL) 0.09 9-10 >887
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT) -0.07 9-10 >999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT) -0.00 9 n/a
nla
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight: 75 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
5) Provide mechanical connection (by others) of truss
BOT CHORD 2x4 SP No.2
to bearing plate capable of withstanding 100 lb uplift at
WEBS 2x4 SP
joint(s) except Gt=lb) 10=195, 9=195.
W3: 2x6 SSP
P No.2 o.2
N
BRACING -
TOP CHORD LOAD CASE(S)
Structural wood sheathing directly applied or 6-0-0 oc Standard
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during buss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 = 43010-3-8 (min. 0-1-8)
9 = 430/0-3-8 (min. 0-1-8)
Max Horz
10 = 143(LC 11)
Max Uplift
10 =-195(LC 8)
9 =-195(LC 9)
Max Grav
10 = 430(LC 1)
9 = 430(LC 1)
FORCES. (to)
Max. Comp./Max. 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; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsF h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Ops1 on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
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penuWrl Ms}eNgv mql, alp+,brrrt Th I.v W, lq.m muMly Fe. t q.d,W"Ngdadty 19 NeR11. Fan Pier., FL 34946
6 htO 7016 A I Emumsses AA T.Whe ill,❑ to dma ddi, ommert,mel lum,s Abhed. dremlAe.Iaea amiswlhumA I Aadksies Atdh of Tempo III, PI.
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o
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mss ype
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RENAR MOFWING6IDE
VNRMSCM176381
TOS
Common
1
1
A0214442
Job Reference (ootionall
cwpn rIcusses, roarlerae, rL 04a4b,aeslgnaatuuss.wrn
4x8 =
6.00 12
2
_ _ 1
LOADING(psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 7.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No3 *Except*
W4: 2x6 SP No2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 = 208/0-3-8 (min. 0-1-8)
7 = 46810-3-8 (min.0-1-8)
Max Horz
8 =-118(LC 8)
Max Uplift
8 = -89(LC 9)
7 =-183(LC 9)
Max Grav
8 = 208(LC 1)
7 = 468(LC 1)
FORCES. (lb)
Max. Comp./Max. 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; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical right exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
nun:
3x10 = 1.5x4 II
CSI.
DEFL.
in
(loc)
I/den
Ltd
PLATES GRIP
TC 0.23
Vert(LL)
0-16
7-8
>493
360
MT20 244/190
BC 0.53
Vert(CT)
0.13
7-8
>603
240
WB 0.09
Horz(CT)
0.00
7
n/a
n/a
Matdx-MP
Weight: 60 lb FT=10%
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) 8 except (jt=1b) 7=183.
LOAD CASE(S)
Standard
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XirnPa111, D.E.
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Fort Vlerce, FL 34946
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o
mss
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RENARMORNINGSIDE
�' A0214443
VVRMSCM1763e1
T06
Common
i
1
�
Job Reference (optional) .
H-1 Moor INsses, ron rle(x, rL J4 b, oeslgn(N-alwss.MM
Hun:
6.00 12
4,,8 =
2
3x10= 1.5x411
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.16
6-7
>490
360
TCDL 7.0
_ Lumber OOL
1.25
BC 0.52
Vert(CT)
0.13
6-7
>600
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.07
Hom(CT)
-0.00
6
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals,
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 = 235/0-3-8 (min. 0-1-8)
6 = 357/0-3-8 (min. 0-1-8)
Max Hocc
7 = 103(LC 11)
Max Uplift
7 = -95(LC 9)
6 =-140(LC 9)
Max Gmv
7 = 235(LC 1)
6 = 357(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-123/300
WEBS
3-6=-183/305
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=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical right exposed: porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bonom
chord live load nonconcument with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 7 except Qt=lb) 6=140.
LOAD CASE(S)
Standard
PLATES GRIP-
MT20 2441190
Weight: 58 lb FT=10%
'uq nnlMryN IZYII]L R51 i1 NtlLIFHfS(.t11H(A15i1tlT!((i$ifFh Ig4MM 4n rtgaM1 hnl &.}Smy.11CmhIM IN4ErL41 V>[ OtrM Ytltl 1fFY
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St.Lfol
t. u1dM II W'n n,in gFtll1 vvoid II1 [: 9 1ltlm1"'; ln l re Lp 1 N l ey aNYm Ida,lnllll 44515� Lurie 3494
b h102016Al tndlnssesAlly l.lv E IILPI. Fort Pierre,R 4946
pPiit IP Pep'an o06sivrvm.vl,n.rylmm upl6D nd Homo,.mnrmm�umb,nAl PvvlLvssu-A6nnrP,lem6,04P.f.
N55Truss
Type
tyPly RENAR MOIININGSIDE
A0214444
RMSCMI?6387
VM03
Valley
1 1
Jab Reference (optional)
Run: &210 s May 18 2018 Pnat: &210 s May 18 2u18 MTek lneuslnes. Inc. Tue Mar 5 14:2932 2019 Page 1
ID:Id_00XyyT61Bi_TXoliwHHzetvK-lgzetFfHnOATmbOvQzPZxnnk5YGUCe4ib WX?wPztlyFX
2
3
2x4 4
1.5x4 II
I
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/detl
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL)
nla
- n/a
999
MT20 2441190
TCDL 7.0
Lumber IDOL 1.25
BC 0.07
Verl(CT)
n/a
- n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC20171-rP12014
Matrix-P
Weight: 11 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
LOAD CASE(S)
BRACING-
Standard
TOPCHORD
Structural wood sheathing directly applied or 3-4-0 oc
pur ins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installatpn_ guide.
REACTIONS.
(lb/size)
1 =
95/3-3-8 (min. 0-1-8)
3 =
9513-3-8 (min.0-1-8)
Max Horz
1 —
52(LC 12)
Max Uplift
1 =
-15(1-C 12)
3 =
A2(LC 12)
Max Grav
1 =
95(LC 1)
3 =
95(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; 13CDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exlerior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 pat bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0--0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3.
t M A v... tr U45 nP nrutnl Fend rm t nnuswm m1111m r W r" .re w, ,.eo- W MrmxO, i IN pP e1-GP"mfila•f1I NP ILNiNnfdu ..W M rd t r.W1
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M'Nwle! 1 enryxly , 11 p4a MPl. mlR;pyp 11N W.l6erin PMIyrmJ euy n,ged-It rNbr Fort Piece, FL 34946
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v
Job
suss
I russ I ype
Qty y
RENAR MORNINGSIDE
A0214445
VmMSCM176351
VM05
Valley
1 1
Job Reference (optlOnaB
.. , nwi immes, ion rierce, ru . u,ie. eeagrgii'utuiecum
9
g"T
Run: 8.210 s May 18 2018 PrinC 8.210 s May 18 2018 MiTek Indusines, Inc. Tue Mar 5 14:29:32 2019Pagge 1
Re
TXo1jwHHzefvK-lgwIFfHnOATmbOvOzPZxnnfdYEeCe4ibWX?wPzAf,
1.5x4 II
2
3
2x4 ' 1.5x4 It
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Ven(LL)
n/a -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.25
Vert(CT)
rda -
n/a
999
BCLL 0.0
Rep Stress Ina YES
WB 0.00
Horz(CT)
0.00
n/a
n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 191b FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOPCHORD
Structural wood sheathing directly applied or 54-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 be bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
16915-3-8 (min.0-1-8)
3 =
16915-3-8 (min. 0-1-8)
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-28(LC 12)
3 =
-74(LC 12)
Max Grav
1 =
169(LC 1)
3 =
169(LC 1)
FORCES. (lb)
Max. Comp./Max.Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13tt;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 nonconcurrent with any other live loads.
4) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2.0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 16 uplift at
joint(s) 1, 3.
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To6 IN
mss
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RENAR MORNINGSIDE
Aa214446
RMSCMT/6381
VM07
Valley
I 1
.Inh Rafara �a /nnt'nnall
4. , ow, ...000, nUy.,I
Run: 8.210 s Ma 18 2018 PdnC 8.210 s May 18 2018 Mf7ek Intlusuies, Inc. Tue Mar 51429:33 2019 Page 1
ID:Id_OOXyyT61Bi_TXoliwHHzefvK-VsX05bfvYiIKOkb52gwoT2JpYxV5x5KrgAHZSszdyf W
7-4-0
7-4-0
1.5x4 11
2
6.00 12_ _ _ _-"-A__ _ — __ _ _-
2u4 i 3
I
LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) n/a - n/a 999
TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - nla 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 me We
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
5) Provide mechanical connection (by others) of truss
WEBS 2ic4 SP No.3
to bearing plate capable of withstanding 100 lb uplift at
BRACING-
joint(s) 1 except at --lb) 3=107.
TOP CHORD
Structural wood sheathing directly applied or 7-4-0 oc
LOAD CASE(S)
pudins, except end verticals.
Standard
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 243/7-3-8 (min. 0-1-8)
3 = 243f7-3-8 (min. 0-1-8)
Max Horz
1 = 134(LC 12)
Max Uplift
1 = -40(LC 12)
3 =-107(LC 12)
Max Grav
1 = 243(LC 1)
3 = 243(LC 1)
FORCES. (Ib)
_
Max. Comp./Max. Ten. - All forces 250{tb)orfess except
when shown.
TOPCHORD
2-3=-177J3t0
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; 1=1311;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; 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 nonconcunent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chard and any other members.
PLATES GRIP
MT20 2441190
Weight: 27lb FT=10%
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Fort Pierce, FL 34946
- bm§mct�IbA lieell.cus kdcerl lomSa OLrI. Aa6egl.Inopo OtrF. .. _
JANUARY 17, 2017
TYPICAL HIP / KING JACK CONNECTION I STDTL01
;r.
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof -Load, 175 mph, ASCE
—' 7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES _
4451 ST. LUCIE B%7- n"""�""""""`
FORT FIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe
772409-1010 Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
ich Corner Jack's
(2) 16d Toe Nails
� TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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`FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1' - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENOS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
I- 24' OZ.
2XG DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 15d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.). _
' PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\BRACE AND THE TWO TRUSSES ON
\EITHER SIDE -AS NOTED. TOENAIL
\BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(S) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND. SPECIES AS THE -TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 12D MPH (ASCE 7-99, 02, 05), 15D MPH (ASCE
7-SO) OR LESS, NAIL -ALL MEMBERS WITH ONE ROW OF IDd (.131'
X 3') NAILS SPACED 6' O.C. __..._ . -
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF SOB
(131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
MAXIMU"TU0-tENGTHS ARE LISTED ON PAGE I. ALI
BRACING METHODS SHOWN ON PAGE I ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED I
STUDS. TRUSSES WITHOUT INLAYED /
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
UKAL
ZTI In
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
JULY 17, 2017
STANDARD PIGGYBACK TRUSS
STDTL04 �'
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772- 0i 1010
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7.98, ASCE 7.02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN -
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VAUD FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
/IN\ I- -I
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5' X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURUN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
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AnNrny T. Tombo 111, RE.
6W83
44515L Lode Bhd.
Fat Neme, FL 34"6
JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
SECURE VALLEY TRUSS -
W/ ONE ROW OF 10tl._
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS 42
SYP TO THE ROOF W/ TWO USP
WS45 (1/4- X 4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131"=10d
2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOTTO EXCEED 48' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPit-==-.
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY 11 BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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aL^'�4&qnw
ee.x.u.te.r
� [�arae'+�sala
e k, .,e+a�. n:wpr,,.ywclYlyw.f..m:em Anthony T. Temb 111, P.E.
ai�4�••^,axcz.m Y[.y antraz: rre :8GGci3
fbir�aky.:E:Iny[wmdFe:uw+wee:ass "51 St. Lucre Slyd.
Fort Pierce, FL 34e46
FEBRUARY 5, 2018
TRUSSED VALLEY SET DETAIL
STDTL06
Y
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
m-409-101a
SECURE VALLEY TRUSS
W/ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW =3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL
•A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE IN DIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRI M.R
WIND DESIGN PER ASCE 7-98, ASCE 7-02,ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT =30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
— ATTACH_ 2X4 CONTINUOUS 712
MAX TOP CHORD TOTAL LOAD = 50 PSF
SIP TO THE ROOF WUOUS TWO USP
MAX SPACING= 24' O.C.(BASE AND VALLEY)
WS3 (1/4- X 3') WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF fi PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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JUL( 17, 2017
-
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT= 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VP
SUPPORTINGTRUSBES DIRECTLY UND.n .n��c. inu�aa mwio�
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10. ON AFFECTED
TOP CHORDS.
I` ^IL (HIGH WIND VELOCITY)
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6112 PITCH
BOTTOM CHORD
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12112 PITCH)
STDTL07
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84083
4451 St. Wde 31A.
Foit P^ e,FL 34P G
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' O.C.
VERI
STUD
SECTION B-B
TRUSS'GEOMETRY AND`CONOITIONS-
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
STUD
(4) - 16d
NAILS
IOd NAILS
INTO 2X6
2X4 SP OR
SPF *2
!CTION A
z,
STDTL08
2X6 SP OR SPF`,
#2 DIAGONAL
BRACE
16d NAILS
SPACED 6' O.C.
�— 2X6 SP DR
SPF #2
-TYPICAL HORIZONTAL
BRACE NAILED TO
2X4 VERTICALS
'-V/(4) ='IDd NAILS-.
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
IIj FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
* TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Ed NAILS MINIMUM, ROOF
3X4= PLYWOOD SHEATHING TO SHEATHING
2X4 STD SPF BLOCK
*
DIAGONAL BRACING ** L - BRACING REFER
v n 1
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
/
1.
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
SOd
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX
NAILS.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
_
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
4.
SYSTEM.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C.
TRUSSES @ 24' OZ.
5.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0' D.C.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
_
TO VERTICAL WITH (4) -
STUOS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
-
16d NAILS AND ATTACHED
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5) -
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL.
BRACE
10d NAILS.
9.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10.
10d AND 16d NAILS ARE 0131'X31I' AND 0131'X3S' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSO.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 431 STUD
12"O.C.
3-8-10
5.6-11
6&l1
11-1-13
2X4 SP#31 STUD
16"0.C.
3.3-10
49.12
6&11
9-10.15
2X4SP#3l STUo
24"O.C.t
3.11-3
5--12
8-1-2
2X4 SP 02
12" O.C.
5&11
6&11
11-8-14
2X4 SP #2
16"O.C.
4-9-12
6&11
10-8-0
2X45P a2
24'O.C..
3-11-3
6.2-9
9-3-13
-j�-DIAGONAL BRACES OVER G' - 3- REOUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES -OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T.q[] I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IDd NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 DR SP #2.
END WALL
MAX MEAN ROOF HEIGHT =30 FEET
EXPOSURE B OR C
FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL STDTL09
WITH 2X BRACE ONLY
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
�C IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 91r/. OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / ]—BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2X8 I —BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
t;.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE FL 34548 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END. TO ENO, CONNECTED WITH A METHOD OTHER THAN. METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO TO TOP 1 NA
IBLS (0.131'31)d \N AILS SCAB rITH ( 131.3X 3').. r NATTACH AILS TO VERTICAL
I\ WEB WITH (3) - 10d
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING --I ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - IDd NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) N12 X 3'
WOOD SCREWS
(021S' OIAJ
ATTACH TO VERTICAL INSERT SCREW THROUGH
SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
NAILS (0131' X 3') EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2XG 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
THE STRDNGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEOUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - O' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EDUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY -SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
`FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34046
772409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER
AND MUST HAVE FULL -WOOD SUPPORT (NAIL MUST BE DRIVEN --
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
U
o
.135
93,5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
wi
.128
74.2
67.9
58.9
57.6 1
50.3
z
0
0
.131
75.9
69.5
60.3
59.0
51.1
n
.148
61.4
74.5
64.6
63.2
52.5
ri
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS
EXAMPLE: NEAR SIOE NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD ODRATION INCREASE OF 1.15: VF NEAR SIDE NEAR SIOE
3 (NAILS) X B45 (LB/NAIL) X 115 (ODU = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE
NEAR SIDE
VARY FROM \ VARY TO 6 ' I \ 30 RTO GO*
30° TO GO
45.00°
45.00°
45.00'
FEBRUARY17.2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TDE-NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
-
-OIA.
-SP-
OF
HF
.SPF
SPF-S
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
!7
.162
72
56
39
37
25
J
2
CD
.128
54
42
28
27
19
Z
Z
OJ
.131
55
43
29
28
19
LLI
.148
62
48
34
31
21
J
10
J
N
Q
M
Z
.120
51
39
27
26
17
O
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
O
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OP NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS [O162"DIA; )C35') WITH SPF SPECIES TOP PLATE
FOR VINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TD WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LDS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
••• USE (3) TOE -NAILS ON 2X4 BEARING WALL
••. USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
r
2x2 NAILER ATTACHMENT
— -- - -- ---- - - ---- - ---
__
— GENERAL SPECIFICATIONS
A-1 ROOF TRUSSES
MAX LOAD: 55 psf�Roof-Load, 170 mph,-ASCE-
--
FORTRT PIERCE, F4-34946
772-409-1010
7-10, 29'-0" Mean Height, Exp. B, C or D.
1.0X4 -
T
April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL STDTL14 I
FO EXTERIOR FLAT GIRDER TRUSS
y
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD.
.-- .FORT -PIERCE; FL-3494?- .--e-•• -
>--409-1010
(4) 12d --
TRUSS 241f O.C. --\
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT -
GIRDER
�12
VARIES
(4) 12d
MAX 3011 (21-611)
_ 2x6 #2 SP (Both Faces)
2411 O.C.
— SIMPSON H5
I I
n..y-Y,.....p e. .racnMlx1mn r rt arlma•u'vlwner xW n v r w .fie wan o- fM..k w.�.w wN
WIN wY'1 a. ^'i v W.i f.Wh�! fp 'ry!w W IWtp i(w: I Y' ..I^I y ML Ms 4�^ IW 4•wL I.M r 6iq
0.thonY T.Tm74946
F.
.ain~�pwslLn.v r atW ,w.Naab'..}+r.•nihtHe'.r. r W:.fnt vlt a ww f..Yr-Jo 1 rt+wnMM1 RtrM.•oxv.(niuv �.Jun�n.+'-rt .+�s � t..
I 'FEBRUARY 17, ZO17 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2%4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
"2511
3767-
44
66
4g'
3657
5485
3346
5019
2829
1 4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (A31' OIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
1. Syp1
BREAK
0-\ \
1100dd'NAILS NEAR SIDE \01 \ TRUSS CONFIGURATION
+10d NAILS FAR SIDE AND BREAK LOCATIONS
-- FOR ILLUSTRATIONS ONLY
6' MIN
X' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL T❑
THE REQUIRE❑ X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JDINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR.PIATES_AI_THE..OINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY17,2017 I SCAB APPLIED OVERHANGS I STDTL16 r' �'.,•I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
n24B9-1010
5'LKII EK1A: �+xa �'�='... ^`.�-� - ^`+•.
LOADING: 48-10-0-ID
DURATION FACTOR: 115
SPACING: 24. O.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO BEARING CONDITION
NOTES
1. ATTACH 2% SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES