HomeMy WebLinkAboutTRUSS PAPERWORKA4 13F
TRUSSES
A.F, LORIbA;C ORPORATiC}N
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: RENAR
PROJECT. MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT.19 / MODEL:CAYMAN 1763 / ELEV:B/ LNI
JOB#: 75283
MASTER#: WRMSCMBL
f, OPTIONS: LANAI 15 X 10(NO VALLEY)
�_ A-1 ROOF
TRUSSES
AFLORIDACORPORATION
RE: Job WRMSCMBL
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Mode]: CAYMAN 1763
Address: Subdivision:
City: County: 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: FBC2017/TPI2014 Design Program: MiTek 20/20 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 29 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
A0117704
A01SGE
8129/18
13
A0117716
B03
8129/18
25
A0117728
J6
8129118
2
A0117705
A02
8/29/18
14
A0117717
B04GE
8129118
1
26
A0117729
VO4
8/29/18
3
A0117706
A03
8129/18
15
A0117718
C01SGE
8129118
27
A0117730
V07
8129/18
4
A0117707
A04
8/29118
16
A0117719
CA
8129118
28
A0117731
VM02
8129/18
5
A0117708
A05
8/29118
17
A0117720
CJ3
8/29/18
29
A0117732
VM04
8129/18
6
A0117709
A06
8/29/18
18
A0117721
CJ5
8/29118
30
STDL01
STD. DETAIL
8/29/18
7
A0117710
A06A
8/29/18
19
A0117722
CJ5A
8129/18
31
STDL02
STD. DETAIL
8/29/18
8
A0117711
A07
8/29/18
20
A0117723
D01
8129/18
32
STDL03
STD. DETAIL
8129/18
9
A0117712
A08
8/29/18
21
A0117724
HJ5
8129/18
133
1 STDL04
STD. DETAIL
8129/18
10
A0117713
A09
8129118
22
A0117725
HJ6
8129/18
134
1 STDL05
STD. DETAIL
8129118
11
A0117714
A10
8129/18
23
A0117726
J5
8129118
35
STDLO6
STD. DETAIL
8/29/18
12
A0117715
A11GE
8/29/18
24
A0117727
J5A
8129/18
36
STDL07
STD. DETAIL
8/29118
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE -.The seal on these drawings indicate acceptance of professional
engineering responsibility solelyfor the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, per ANS11TPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents')
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [At Roof
Trusses or specific location]. These TDDs (also referred to at times as Structural
Engineering Documents) are specialty structural component designs and maybe part of the
project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional An any T.
engineering responsibility for the design of the single Truss depicted on the TOD only The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
3B BC A22100 0000004C 12 87 DF
Page 1 of 2
�= A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMBL
No.
Seal #
Truss Name
Date
37
STDL08
STD. DETAIL
8/29/18
38
STDL09
STD. DETAIL
8/29/18
39
STDL10
STD. DETAIL
8/29/18
40
STDL11
STD. DETAIL
8/29118
41
STDL12
STD. DETAIL
8/29118
42
STDL13
STD. DETAIL
8/29/18
43
STDL14
STD. DETAIL
8/29/18
44
STDL15
STD. DETAIL
8/29/18
45
STDL16
STD. DETAIL
8129/18
Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
Truss
Truss Type
Qy
Ply
A0117704
WRMSCMBL
A01SGE
Common Girder
1
1
Jab Reference(op6ona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.310 s 21 May 18 2018 Print 8.210 s May 18 201 B MTek Industries, Inc. Wed Aug 29 08:24:08 2018 Pagel
ID:Id_0OXyyT61B =TXo 1jwHHzefvK-0uSm3YgE7H2rtML1154amV_nV_xX3UYocg l wGBA36L
I5
12-03 1 -t�f 3 18-11-13 25-1-13 25111r10 31411
d 68-5 S31d 0-10-0 3613 6-2-0 0-4�54-'I 6E-5 i3-0
2-7-13 5.6 =
6.00 12
5.6 i T
III
3x4 - 6 z4 S 4 x8
49 50
2 5
2242 43 4d 21 45 46 20 47 19 48
3.6 =
5x6 = 3x4 = 3x4 =
Sx6" -
11 3x4 1 Ni
3 P
3z FB
3 Sx8
2 14
1
1r4
18 17 A
5.6 = 3 fi
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
Udell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
-0.05 18-19
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.55
Vert(CT)
-0.08 18-19
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.95
Horz(CT)
0.02 15
n/a
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
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 5-8-5 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-M oc bracing: 20-21,19-20.
WEBS
1 Row at midpt 12-19
JOINTS
1 Brace at Jt(s): 8, 12, 7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-7-10.
(lb) - Max Horz
2=166(LC 6)
Max Uplift
All uplift 100 lb or less atjoint(s)
except 2=-193(LC 8), 19=-483(LC 9),
21=-491(LC 8), 15=-175(LC 9)
Max Gmv
All reactions 2501b or less at joint(s)
except 2=642(LC 19), 19=1672(LC 1),
21=1328(LC 19), 15=550(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-883/286, 4-41=01316. 4-6=-47/415,
6-9=-31/544, 9-11=24/534,
11-13=-117/485,13-14=-120/420,
14-15=735/200, 3-5=1231264,
5-7=-791287,12-14=8511401
BOTCHORD - - -
2-22=283/733, 22-42=290/696,
42-43=290/696, 43-44=-290/696,
21-04=290/696, 2145=-381/224,
Continued on page 2
BOTCHORD
2-22=2837733, 22-42=-290/696,
42-43=290/696, 43-44=-290/696,
21=14=290/696, 2145=-381/224,
45-46=381/224, 20=16=381/224,
2047=526/320, 47-48=-526/320,
1948=526/320,18-19=-92/569,
17-18=84/602, 15-17=-81/613
WEBS
8-19=-10631339, 8-9=-783/192,
12-19=1156/452, 10-11=-261/201,
5-21=538/357, 12-18=OY258, 3-22=0/610,
3-21=-1131/413, 14-17=0/251,
4-7=467/368
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wnd: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
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) 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
pending.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8) *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.
9) Provide. mechanical connection (by others) of truss
to bearing plate capable of withstanding 1931b uplift at
joint2, 4831b uplift atjoint 19, 491 It, uplift atjoint 21
and 175 lb uplift at joint 15.
PLATES GRIP
MT20 244/190
Weight 290 Ib FT = 10
10) Load case(s) 4, 5, 6. 7, 8, 9, 10, 11, 12, 13, 16. 16,
17,18 hasihave been modified. Building designer
must review loads to verify that they are correct for the
intended use of this truss.
11) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
12) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 240
lb down and 267 Ib up at 6-3-9, and 129 lb down and
119 lb up at 8-10-15, and 129 lb down and 1191b up
at 10-10-15 on top chord, and 270 lb down and 54 lb
up at 6-0-1, 68 lb down at 7-0-13, 68 lb do" at
8-10-15, 68 It, down at 10-10-15, 31 lb down at
12-4-12, 31 lb down at 14-4-12, and 31 lb down at
16-4-12, and 31 lb down at 18-4-12 on bottom chord.
The design/selection of such connection device(s) is
the responsibility of others.
13) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSUTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
14) 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=-54,3-9=-54,9-14=-54,14-16=-54,
3538=20
Concentrated Loads (lb)
Vert: 7=-64(F) 4=-89(F) 3=144(F) 22=270(F)
41--89(F) 42=-57(F) 43=57(1`) 44=57(1`) 45=-17(F)
46- 17(F) 47=17(F) 48=-17(F) 49=-64(F) 50=-64(F)
51=64(F)
4) Dead +0.6 MWFRS Wind (Pos. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
- Uniform Loads (Pit) - ---
Vert: 1-2=24, 2-3=5, 3-9=5, 9-14=21, 14-15=21,
15-16=13, 35-45=-10, 45-48=18, 38-48=10
Horz: 1-2=-33, 2-3=13, 3-9=-13, 9-14=29, 14-15=29
,15-16=21
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Job
Truss
Truss Type
Qty Ply
WRMSCMBL
A01SGE
Common Girder
1 1
A0117704
Job Reference o tional 1
A-1 M001 I Nsses, Fart Fierce, FL 34946, design@al truss.fem
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert 7=10(F)4=97(F)3=213(F)22=40(F)41=97(F)
42=19(F) 43=-19(F) 44=19(F) 45=8(F) 46=8(F)
47=8(F) 48=8(F) 49=1 O(F) 50=1 O(F) 51=10(F)
5) Dead +0.6 MWFRS Wind (Pos. lntemal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=13, 2-3=21, 3-9=21, 9-14=5, 14-15=5,
15-16=24, 3545=-10, 45,18=18, 38-48=-10
Horz: 1-2=-21, 2-3=-29, 3-9=29, 9-14=13, 14-15=13,
15-16=33
Concentrated Loads (lb)
Vert 7=10(F) 4=81(F) 3=173(F) 22=40(F) 41=81(F)
42=19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=8(1`)
47=8(F) 48=-8(F) 49=10(F) 50=10(F) 51=10(F)
6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Vert: 1-2=-9, 23=18, 3-9=-18, 9-14=1, 14-15=1,
15-16=7, 3545=-20, 45-48=8, 3848=20
Horz: 1-2=-5, 2-3=4, 3-9=4, 9-14=13, 14-15=13,
15-16=21
Concentrated Loads (Ib)
Vert 7=37(F) 4=119(F) 3=267(F) 22=54(F) 41=119(F)
42=9(F) 43=-9(F) 44=-9(F) 49=37(F) 50=37(F)
51=37(F)
7) Dead +0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
,Uniform Loads (plf)
Vert: 1-2=7, 2-3=1, 3-9=-1, 9-14=-18, 14-15=18,
15-16=9, 35-45=-20, 45-48=8, 3848=-20
Horz: 1-2=-21, 2-3= 13, 3-9=13, 9-14=4, 14-15=4,
15-16=5
Concentrated Loads (lb)
Vert: 7=37(F)4=103(F)3=227(F)22=54(F)41=103(F)
42=9(F) 43=9(F) 44=-9(F) 49=37(F) 50=37(1`)
51=37(F)
8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Unifonn Loads (pit)
Vert: 1-2=24, 2-3=32, 3-9=32, 9-14=1 7,14-15=1 7,
15-16=9, 3545=-10, 45-48=18, 38-48=10
Horz: 1-2=-32, 2-3=41, 3-9=41, 9-14=26, 14-15=26,
15-16=17
Concentrated Loads (Ib)
Vert 7=19(F)4=69(F)3=146(F)22=40(F)41=69(F)
42=19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=8(F)
47=8(1`)48=-B(F)49=19(F)50=19(F)51=19(F)
9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-3=17, 3-9=17, 9-14=32, 14-15=32,
15-16=24, 35-45=-10, 45-48=18, 38-48=10
Hoe 1-2=17, 2-3=26, 3-9=-26, 9-14=41, 14-15=41,
15-16=32
Concentrated Loads (lb)
Vert 7=19(F)4=84(F)3=182(F)22=40(F)41=84(F)
42=19(F) 43=-19(F) 44=19(F) 45=8(F) 46=-8(F)
47=8(F) 48=8(F) 49=19(F) 50=19(F) 51=19(F)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=24,2-3=32,3-9=32, 9-14=17,14-15=17,
15-16=9, 3545=-10, 4548=18, 3848=-10
Horz: 1-2=-32, 2-3=41, 3-9=41, 9-14=26, 14-15=26,
15-16=17
Concentrated Loads (Ib)
Vert 7=19(F) 4=69(F) 3=146(F) 22=40(F) 41=69(F)
42=19(F) 43=-19(F) 44=19(F) 45=8(F) 46=8(F)
47=-8(F) 48=-8(F) 49=1 9(F) 50=19(F) 51=19(F)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pill
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mrrek Indusbies, Inc. Wed Aug 29 08:24:08 2018 Page 2
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-QuSm3YgE7H2rzMLI154amV_nV_xX3UYocglwGBA36L
Standard
Vert 1-2=9, 2-3=17, 3-9=17, 9-.14=32, 14-15=32,
15-16=24, 3545=10, 4548=18, 3848=10
Horz: 1-2=-17, 2-3=-26, 3-9=-26, 9-14=41,
14-15=41, 15-16=32
Concentrated Loads (lb) _
Vert 7=19(F)4=84(F)3=182(F)22=40(F)41=84(F)
42=19(F) 43=-19(F) 44=-19(F) 45=-8(1`) 46=-8(F)
47=-8(F)48=8(F)49=19(F)50=19(F)61=19(F)
12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pif)
Vert: 1-2=18, 2-3=10, 3-9=10, 9-14=-5, 14-16=5,
15-16=3, 3545=20, 45-48=8, 3848=20
Horz: 1-2=-32, 2-3=24, 3-9=24, 9-14=9, 14-15=9,
15-16=17
Concentrated Loads (lb)
Vert: 7=37(F) 4=92(F) 3=200(F) 22=54(F)
41=92(F) 42=9(F) 43=9(F) 44=-9(F) 49=37(F)
50=37(F) 51=-37(F)
13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (plf)
Vert: 1-2=3, 2-3=5, 3-9=-5, 9-14=10, 14-15=10,
15-16=18, 35-45=20, 4548=8, 3848=20
Horz: 1-2=-17, 2-3=-9, 3-9=9, 9-14=24, 14-15=24,
15-16=32
Concentrated Loads (Ib)
Vert: 7=-37(F) 4=107(F) 3=236(F) 22=54(F)
41=107(F) 42=9(F) 43=-9(F) 44=-9(F) 49=-37(F)
50=-37(F) 51=-37(F)
15) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS
Wind (Neg. Int) Left): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (pit)
Vert: 1-2=41, 23=-47, 3-9=47, 9-14=35,
14-15=35, 15-16=-28, 3545=20, 45-48=1,
38-48=20
Horz: 1-2=3, 23=3, 3-9=3, 9-14=9, 14-15=9,
15-16=16
Concentrated Loads (lb)
Vert: 7=-61(F) 4=87(F) 3=197(F) 22=27(F)
41=87(F) 42=-9(F) 43=9(17) 44=9(1`) 49=61(F)
50=-61 (F) 51 =-61 (F)
16) Dead +, 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) Right): Lumber Increase=1.60,
Plate Increase=1.60
Umfoml Loads (pit)
Vert: 1-2=-28, 2-3=-35, 3-9=-35, 9-14=47,
14-15=47, 15-16=-41, 35-45=20, 45-48=1,
3848=20
Horz: 1-2=-16, 2-3=-9, 3-9=-9, 9-14=3, 14-15=3,
1&16=3
Concentrated Loads lb)
Vert: 7=61(F) 4=74(F) 3=168(F) 22=27(F)
41=74(F) 42=9(F) 43=9(F) 44=9(F) 49=-61(F)
50=-61 (F) 51 =-61 (F)
17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int)1st Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=20, 2-3=-26, 3-9=26, 9-14=37,
14-15=37, 15-16=-31, 3545=20, 45-48=1,
3848=20
Horz: 1-2=-24, 2-3=18, 3-9=18, 9-14=7, 14-15=7,
15-16=13
Concentrated Loads (Ib)
Vert: 7=-61(F) 4=66(F) 3=147(F) 22=27(F)
41=66(F) 42=9(1`) 43=-9(F) 44=9(F) 49=61(F)
50=-61 (F) 51 =-61 (F)
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS
Wind (Neg. Int) 2nd Parallel): Lumber
Increase=1.60, Plate Increase=1.60
Uniform Loads (pin
Standard
Vert 1-2=31, 23=-37, 3-9=37, 9-14=26,
14-15=26, 15-16=20, 3545=20, 45-48=1,
38-48=20
Horz: 1-2=-13, 2-3=7, 3-9=-7, 9-14=18, 14-15=18,
15-16=24
Concentrated Loads (Ib)
Vert 7=61(F) 4=77(F) 3=174(F) 22=27(F)
41=77(F) 42=9(1`) 43=9(F) 44=9(F) 49=-61(F)
50==61(F) 51=31(F)
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Job
Truss
Tmss Type
Oty
Ply
1 A0117705
WRMSCMBL
A02
Common
3
1
Job Referencea fional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:09 2018
6.00 12 5x6 =
16 15 "' -' 14 '" 13 12
3x6 =
1.5x411 5x6= 6x8= 6x6= 1.5x411 3x6=
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
NO
BCDL
10.0
Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
ROT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-1 OA oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 14-15.
WEBS
1 Row at midpt
4-14, 6-14, 8-14
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-7-10.
(lb) - Max Horz
2=-166(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-109(LC 12), 15=-390(LC 12),
14=-530(LC 13), 10=-190(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
except 2=430(LC 23), 15=687(LC 23),
14=1404(LC 1),10=614(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-377/187, 3A4 22/335, 4-5=-14/338,
5-6=-0/453, 6-7=-0/453, 7-8=14/302,
B-9=-309/269, 9-10=781 /458
BOTCHORD
2-16=83/280, 15-16=-83/280,
15-23=269/344, 23-24=-269/344,
24-25=269/344, 14-25=-269/344,
12-13=249/640; 10-12=-249/640 - - - -
WEBS
3-15=501/377, 4-15=316/174,
4-14=-1681294, 6-14=691/371,
Continued on page 2
CSI.
DEFL.
in
(loc)
I/dell
L/d
TC 0.61
Vert(LL)
0.18
14-15
>476
360
BC 0.45
Vert(CT)
0.16
14-15
>528
240
WB (.39
Horz(CT)
0.01
10
n/a
n/a
Matnx-MSH
WEBS
3-15=501/377, 4-15=316/174,
4-14=1681294, 6-14=691/371,
8-14=-724/574, 8-13=-1171434,
9-13=-495/424, 3-16=01253, 9-12=01252
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=15ft;
Cat 11; 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 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 nonconcument with any other live
loads.
4) `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 2-0-0 wide will ft between the
bottom chord and any other members, with BCDL =
10.opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 109 lb uplift at
joint 2, 390 lb uplift at joint 15, 530 lb uplift at joint 14
and 190 lb uplift at joint 10.
6) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15,
16, 17, 19, 20, 21, 22 has/have been modified.
Building designer must review loads to verify that they
are correct for the intended use of this truss.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-6=54, 6-11=-54, 17-20=-20
°91
PLATES GRIP
MT20 244/190
Weight:2091b FT=10%
Standard
4) Dead +0.6 C-C Wind (Pos. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=95, 2-6=56, 6-10=56, 10-11=48,
17-23=10, 23-25-02, 20-25=-10
Horz: 1-2=-103, 2-6=-65, 6-10=65, 10-11=56
5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=48, 2-6=56, 6-10=56, 10-11=95,
17-23=10, 23-25=42, 20-25=-10
Horz: 1-2=-56, 2-6=-65, 6-10=65, 10-11=103
6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=0, 2-6=-36, 6-10=-36, 10-11=-28,
17-23=20, 23-25=32, 20-25=-20
Horz: 1-2=-14, 2-6=22, 6-10=-22, 10-11=14
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert 1-2=28, 2-6=-36, 6-10=36, 10-11=0,
17-23=20, 23-25=32, 20-25=-20
Horz: 1-2=14, 2-6=22, 6-10=-22, 10-11=14
8) Dead +0.6 MWFRS Wind (Pos. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=24, 2-6=5. 6-10=21, 10-11=13, 17-23=-10,
23-25=42, 20-25=10
Horz: 1-2=-33, 2-6=13, 6-10=29, 10-11=21
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=13, 2-6=21, 6-10=5, 10-11=24, 17-23=10,
23-25=42, 20-25=-10
Horz: 1-2=21, 2-6= 29, 6-10=13, 10-11=33
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform. Loads (plf).
Vert: 1-2=9, 2-6=-18, 6-10=1, 10-11=7, 17-23=-20
, 23-25=32, 20-25=20
Horz: 1-2=-5, 2-6=4, 6-10=13, 10-11=21
11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
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Job
Truss
Truss Type
City
Ply
A0117705
WRMSCMBL
AO2
Common
3
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:09 2018 Page 2
ID:ld_OOXyyT61Bi TXoljwHHzefvK-v408GuhsuaAibWwUJobpliX dOJMo3exrKmUodyj36K
LOAD CASE(S)
Standard
Uniform Loads (plf)
Vert: 1-2=7, 25=-1, 6-10=-18, 10-11=-9, 17-23=20,
23-25=32, 20-25=20
Harz: 1-2=-21, 2-6=13, 6-10=4, 10-11=5
12) Dead +0.6 MWFRS Wind (Pos. Internal)1st Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=24, 2-6=32, 6-10=17, 10-11=9, 17-23=10,
23-25=42, 20-25=10
Horz: 1-2=-32, 2-6=41, 6-10=26, 10-11=17
13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=9, 2-6=17, 6-10=32, 10-11=24, 17-23=10,
23-25=42, 20-25=10
Horz: 1-2=-17, 2-6=26, 6-'10=11, 10-11=32
14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=24, 2-6=32, 6-10=17, 10-11=9, 17-23=10,
23-25=42, 20-25=10
Horz: 1-2=-32, 2-6=41, 6-10=26, 10-11=17
15) Dead +0.6 MWFRS Wind (Pos. Internal)4th
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-6=17, 6-10=32, 10-11=24, 17-23=10,
23-25=42, 20-25=10
Horz: 1-2=-17, 2-6=26, 6-10=41, 10-11=32
16) Dead + 0.6 MWFRS Wind (Neg. Internal)1st
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniforn Loads (plf)
Vert: 1-2=18, 2-6=10, 6-10=5, 10-11=3, 17-23=-20,
23-25=32, 20-25=20
Horz: 1-2=-32, 2-6=-24, 6-10=9, 10-11=17
17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniforn Loads (plf)
Vert: 1-2=3, 2-6=5, 6-10=10, 10-1 1=18,17-23=-20,
23-25=32, 20-25=20
Horz: 1-2=-17, 2-6=-9, 6-10=24, 10-11=32
19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic
- Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-41, 25=47, 6-10=-35, 10-11=-28,
15-1 7=-20, 15-23=-50, 23-24=-11, 24-25=19,
25-26=-20, 13-26=-50, 13-20=20
Horz: 1-2=3, 25=3, 6-10=9, 10-11=16
20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic
Storage +0.75(0.6 MWFRS Wind (Neg. Int) Right):
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-28, 25=-35, 6-10=47, 10-11=41,
15-17=20, 15-23=-50, 23-24=11, 24-25=19,
25-26=-20,13-26=-50, 13-20=-20
Horz: 1-2=-16, 2-6=9, 6-10=3, 10-11=3
21) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic
Storage+0.75(0.6 MWFRS Wind (Neg. Int) 1st
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniforn Loads (pit)
Vert: 1-2=20, 2-6=-26, 6-10=37, 10-11=-31,
1517=-20, 15-23=50, 23-24=11, 24-25=19,
25-26=-20,13-26=-50, 13-20=20
Horz: 1-2=-24, 2-6=18, 6-10=7, 10-11=13
22) Dead + 0.75 Roof Live (bai.)+ 0.75 Uninhab. Attic
Storage +0.75(0.6 MWFRS Wind (Neg. Int) 2nd
Parallel): Lumber Increase=1.60, Plate
Increase=1.60
Uniform Loads (PI)
Vert: 1-2=31, 25=-37, 6-10=-26, 10-11=-20,
15-17=20, 15-23=50, 23-24=11, 24-25=19,
25-26=20, 13-26=50, 13-20=20
Horz: 1-2=-13, 2-6=7, 6-10=18, 10-11=24
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A03 [Roof Special
A0117706
6.00 12
5x10 MT20HS=
17 16 3.00[li
3xfi
3.6 = 4x6 = 2x4 II 3x4 II 5z12 =
Dead Load Defl. =1/6 in
t1-10-10 156-0 19-1fi
27-10-2
38-0-0
P.
P.
I
4-7-1 3-7-6 3
it
e-8-12
10.1-14
Plate Offsets (X Y)-
17:0-3-0.0-3-01 [11:Od-8 0-3-0]
(13'0-6-8 0.2-81 t15:0-54Edeel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.93
Vert(LL)
0.35
14
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.88
Vert(CT)
-0.48
11-12
>945
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.99
Horz(CT)
0.30
9
We
n/a
BCDL 10.0
Code FBC20177rP12014
Matrix-MSH
Weight:222lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except'
Tt: 2x4 SP No-2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B6: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3,W7,W9: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-2-6 oc bracing.
WEBS
1 Row at midpt 11-13
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)
9 =
1482/0-7-10 (min. 0-1-12)
Max Horz
2 =
-167(LC 10)
Max Uplift
2 =
-370(LC 12)
9 =
-368(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2654/1639, 3-4=4224/2520,
4-5=-3578/2091, 5-6=-3485/2116,
6-7=-3262/1858, 7-8=2382/1529,
8-9=-268411736
BOTCHORD
2-17=1276/2306, 4-15=-211/377,
14-15=2007/3890, 13-14=110412894,
6-13=994/2140, 9-11=-1414/2374
WEBS-
3-17=13041841, 15-17=-1485/2692,
3-15=630/1441, 4-14=-767878,
11-13=1424/2784, 7-13=141455,
WEBS
3-17=-1304/841,15-17=-1485/2692,
3-15=630/1441, 4-14=-7671718,
11-13=1424/2784, 7-13=14/455,
7-1 1=1 006/570, 8-11=-389/478,
6-14=-547f700
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=15ft;
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) 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 mass 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 370 lb uplift at
joint 2 and 368 lb uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Veit(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Fort Pierre, FL 34946
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Pni1
Job
Truss
Truss Type
Ory
Ply
'
WRMSCMBL
A04
Scissor
3
1
A0117707
Job Reference o flonal �
A-1 ItooT I tosses, ran Mama, 1-L 39 b, designib albUss.com
n12
oG
4.8
1.Sx4 0
s May 1B 2018 Prim: 821U S May 18
6.00 12 5.6 =
5.6 0
5x6 c
6
j 12
�� 6z8=
14 13 11 a
3.8 Mr20HS-- 3.8 MT20
3z4 3.00 12 3x4
1.5x4 II
1.5x4 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (lac)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.5512-14
>826
360
TCDL 7.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-0.80 12-14
>570
240
BCLL 0.0
Rep Stress Incr
YES
WE 0.93
Hoa(CT)
0.50 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2 `Excopt`
TI: 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 -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-7-10 oc bracing.
Except:
44" 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 =
148210-7-10 (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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4676/2810, 3-4=-4314/2537,
45=-3129/1785, 5-6=-3129/1785,
6-7=-0341/2562, 7-8=4660/2828
BOTCHORD
2-14=-2402/4233, 13-14=-1831/3605,
12-13=1827/3640, 11-12=-1829/3643,
10-11=1842/3607, 8-10=-241814245
WEBS
5-12=1278/2430, 6-12=-850/786,
6-1O=262/633, 7-1O=319/445,
WEBS
5-12=127812430, 6-12=-850f786,
6-10=-262/633, 7-10>319/445,
4-12=848f781, 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=15ft;
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 fames & 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) 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 369 lb uplift at
joint 2 and 369 lb uplift at joint B.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI(TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Inc. wed
PLATES
MT20
MT20HS
11 2u18
Dead Load Den. = W161n
GRIP
244/190
1871143
Weight: 200 Ib FT = 10
x:.p.m«d.yurm.mn nen+ssn(ssurryaAaunuunvmcnrul,armrr.ner.,ti-atma.. mhearww .acorn nT ngnmaAl�'. m+MTI vertu=. vme.,.,-oan„a.. and amo,:r
GievmimµY a9Y.rtlmblDOnm &LI I hgaaae�le Sn]MLay xxd glniry My aaza a PePe� +�h1,laldP(kdh' ah� i Pn4 MNU WfPFI 1a ha Wmm t+1dA
A m} p cop 8 n
Anthony III, P.E.
m,ve4,rn s. erma'xmmrm xrdaar,ao..,,,✓ a"a mrcmo„y,.. avema�alessmmaal Apr,='IFI 1,vy,P.dis mra,wl nm %1�=4aawm+tt anOaaP'ovietp&.n a:.na
= 8008380083
eamayaxlm dLf.NP.LSMSnalbrtm.asrrmmafPnwneo mu4<wY®YMdkemn'IwpNbemNmrdflfA MswbT�^ar'x mlai.,tmpo-. e'aGyfLln mnrv.l �s3rspopv=frm,&adek, ams
44515t. Lucie Blvd.
r1eNULratlli aamyetlyee 41rtl11�'nmarei Mtn msa[!ger S1G141iagp ya ' 'nT 6puna='gtlkq N9 dk ewtrledhlel.
- Tdrfpteicc,R M946
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-
Job
Truss
Truss Type
Oty
ply
AO5
Scissor
10
1
AO117708
rWRMSCMBL
all
A-1 Roof Trusses, Fort Pierce
FL 34946 d @ 1t
Run: 8.210 s May 18 2018
Print 8.210
s May
18 2018 MTek Industries, Inc-
Wed Aug 29 08:24:11 2018 Page 1
ID:Id_0OXyyT61B_TXoliwHHzefvK-rS7uhai6OCggrg4tODeHO7cIFBujGdEleFbsVy)361
1 7-2-1 %11-12 19-0-0 25-0-4 30-9-15 38l 39-4-p
7-4-0 7-2-1 5-9-71 6-0-4 I 6-0-4 5-9-11 i 7-2-1 Irk
6.00 12 5.6 =
5x6 6
5x6 J.
4 6
1
1.5x4O yy 1.Sx45
3 7
12
w 6x8 = 1
B 14 13 17 10 1
1 2 3x8 W20H8-- 3.8 Ml
3x4; 3.0012 3x4�
4x8 C
4x8
I -2 I 38-4999-112 4 I
Dead Load Deft. = 5/16 in
Plate Offsets (X Yl-
r2:0-1-14 Edgel 14'0-3-00-3-01
r6.0-3-0 0.3-01 (8'0-1-14 Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/deb
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.66
Vert(LL)
0.57 12-14
>806
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.84
Vert(CT)
-0.8212-14
>557
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.93
HOrz(CT)
0.52 8
nla
n/a
BCOL 10.0
Code FBC2017/TPI2014
Mabix-MSH
Weight:179Ib
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
Tt: 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 2-2-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 4-7-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min.0-1-11)
Max Hom
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=-4676/2809, 34=4314/2536,
4-5=-3130/1786, 5-6=313011786,
6-7=-4314/2551, 7-8=-4676I2830
BOTCHORD
2-14=-240114233, 13-14=1832/3605,
12-13=1827/3641, 11-12=1832/3641,
10-11=1837/3605, 8-10=2423/4233
WEBS
5-12=1279/2431, 6-12=-848O99; -
6-10=254/625, 7-10=318/464,
4-12=-8481780, 4-14=-256/625,
3-14=318/465
WEBS
5-12=1279/2431, 6-12=-8481779,
6-10=-254/625, 7-10=-318/464,
4-12=8487780, 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,Opsf, h=15ft;
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) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 par 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 ANSIl 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 369 lb uplift at
joint and 369 lb uplift at joint 8.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIITPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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mnYum unraf saq ImvlucmM'IL n rLruo,ap(gmep fpnlry4p.r muem migrrmnmsmpsmampawmr.rwnlr:ywuvrrminpdmvnp[ lrminmmoery,aalxLnlnP+ abagrvv.vsanli Anthony T. Tombo 111, P.E.
Ai
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menuKdllrfdmyedgnxnmphtllMxba,ed nelnuhnpfq rurClm1a3a1 kpm 1 mrtrv8pmtlmr4lhgagYn4mmnnlLmnlnl
Fort Pierce, R 34946
(opppipAl®1dId A't leAinssm-Amdaar Liemlr06ri [rprodotlioa elaislEmmem,iveglmm: isprde4edruhEmde.meaperodssieotrrm A -I &otLrmn-Im6mrLLmlo0l, r.E ... _ .... _ _ _
Job
Truss
Truss Type Oly
Ply
`
AO1177O9
WRMSCMBL
AO6
ROOF SPECIAL 3
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com
Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 Mil
6.00 12 7.6 =
Inc. Wed Auq 29 08:24:12 2018
19 18 a na u
4x10— 1.5x4 II 3x8
3 = 6x6 = 2x4 II 3.00 12
8x8 = 1.5x4 II
21-2-10 23Y2
LOADING (Pat)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC2017ITP12014
LUMBER -
TOP CHORD 2x4 SP No.2 `Except'
Tl: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 *Except*
B2,B4: 2x4 SP No.3, 135: 2x4 SP M 30
WEBS 2x4 SP No.3 `Except'
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-9-10 oc bracing.
Except
10-0-0 oC bracing: 16-18
WEBS
1 Row at midpt
4-15, 6-15, 6-13
MTek 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)
10 =
1485/0-7-10 (min.0-1-11)
Max Harz
2 =
166(LC 11)
Max Uplift
2 =
-365(LC 12)
10 =
-367(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2688/1636, 3-4=2697/1713,
4-5=1823/1224, 5-6=1717/1251,
6-7=3646/2296, 7-8=-3627/2163,
8-9=3731/2142, 9-10=4654/2724
BOTCHORD
2-19=1280/2341, 4-16=-232/608,
15-16=125312419, 7-13=260/318,
12-13=2307/4199, 10-12=2310/4198
CSI.
DEFL
in (loc)
I/deft
Lid
TC
0.90
Vert(LL)
0.4212-13
>999
360
BC
0.84
Vert(CT)
-0.6012-13
>762
240
WB
0.85
Horz(CT)
0.34 10
n/a
n/a
Matrix-MSH
BOTCHORD
2-19=128012341, 4-16=-232/608,
15-16=1253/2419, 7-13=260/318,
12-13=-2307/4199, 10-12=2310/4198
WEBS
3-19=309/263, 16-19=1139/2226,
4-15=1031/800, 6-15=410/67,
9-13=844/743, 9-12=0/297,
13-15=-667/1840, 6-13=-1588/2985
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vuit=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. It; 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) 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
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 365 Ito uplift at
joint 2 and 367 lb uplift at joint 10.
7) This truss is designed for a creep factor of 1.50.
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Deb. = 3/16 in
PLATES GRIP
MT20 2441190
Weight: 221 Ib FT = 10%
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uutvma,Pmm'mmmmtmreaane u rmp rpse4 pannrrmr nmm a?ampawa®.mnr,rvmsmrvn mpamsyei mpmr„mmpmrm rrt>ep vroaxa:amewxminry
Anthony T. Tombo Ill, P.E.
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=80083
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Blvd.
4rt
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J
FteT ,Fl-
Fort Pierce, FL 34946
(oppipM®POIdAInus A tl vrl. iemEv II1,P.(.
Job
Truss
Truss Type pry
Ply
VVRMSCMBL
A06A
Roof Special 1
1
A0117710
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s
600 12 6z6 11
Inc. Wed Aug 29 08:24:13
14 13
US3x4 = US = 5x8 = 2x4 II 3.00 12 Us c
=
LOADING(psf)
SPACING-
2-0-0
CST.
DEFL
in (Too)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(LL)
0.44 11-12
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.63 11-12
>721
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.91
Horz(CT)
0.34 9
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matdx-MSH
LUMBER -
TOP CHORD 2x4 SP No.2 `Except'
T1: 2x4 SP M 30
BOTCHORD 2x4 SP M 30 `Except`
B3: 2x4 SP No3, B2: 2x4 SP No.2
WEBS 2x4 SP No.3 `Except`
W5: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 4-8-2 oc bracing.
WEBS
1 Row at midpt
4-14, 5-14, 5-12
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)
9 =
1482/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-369(LC 12)
9 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=2635/1678, 3-4=-240311576,
4-5=166811236, 5-6=-3648/2333,
6-7=-361212170, 7-8=-3739/2156,
8-9=4684/2775
BOTCHORD - -- - - - -- -- - -
2-16=132912317, 16-23=937/1860,
23-24=937/1860, 15-24=937/1860,
14-15=93711860, 6-12=313/410.
BOTCHORD
2-16=1329/2317, 16-23=-937/1860,
23-24=937/1860, 15-24=-937/1860,
14-15=937/1860, 6-12=-313/410,
11-12=2376/4239, 9-11=-2368/4227
WEBS
3-16=344/428, 4-16=246/552,
4-14=-655/606, 5-14=568/69,
12-14=-670/1844, 5-12=-170213187,
8-12=-879f772, 8-11=01280
NOTES-
1) Unbalanced, roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu11=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Ezp 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 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-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
5) 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 369 lb uplift at
joint 2 and 369 lb uplift at joint 9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/rPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Deb. = 3Y16 in
01y 1m
PLATES GRIP
MT20 244/190
Weight: 212 lb FT = 10%
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_ -
Job
Truss
Truss Type
ON
Ply
WRMSCMBL
AO7
HIP CAT
1
1
AO117711
Job Reference o tlonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aItruss.com
6.00 12
Run:8.210s May182018Pnnt:8.210s Mayl82018Mi
146
5x6 = 5x6 II
Inc. Wed Au0 29 08:24:13 2018
19 18 3x4=
3.6 = 5.6 = 2x4 II dx8 _ 1.5x4 II 3.00 12 4x8
8.8 =
1.Sx4 If
2a11.18 2
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in (loc)
Ildeg
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Ved(LL)
0.44 11-12
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.63 11-12
>724
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.89
Horz(CT)
0.36 9
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No-2 *Except*
B2,B4: 2x4 SP No.3, 135: 2x4 SP M 30
WEBS 2x4 SP No.3'Except'
W6: 2z4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-8 oc
purins.
DOTCHORD
Rigid ceiling directly applied or 4-8-5 oc bracing. Except:
10-M oc bracing: 16-18
WEBS
1 Row at midpt
4-15,6-14,6-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149110-7-10 (min. 0-1-12)
9 =
148510-7-10 (min.0-1-11)
Max Hom
2 =
-159(LC 10)
Max Uplift
2 =
_,359(LC 12)
9 =
-362(LC 13)
Max Grav
2 =
1491(LC 1)
9 =
1485(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
23=-2660/1610, 3-4=269211716,
4-5=-1874/1275,5-6=-1602/1239,
6-7=-3675/2318, 7-8=3765/2150,
8-9=470212755
BOT CHORD
2-19=1246/2309, 4-16=-308/644,
BOTCHORD
2-19=1246/2309, 4-16=-308/644,
15-16=1 218/2400,14-15=-61511602,
7-12=-335/430, 11-12=-2356/4260,
9-11=2351/4244
WEBS
3-19=3811301, 16-1 9=-1 155/2271,
4-15=9711733, 5-15=2631545,
6-14=12531461, 8-12=872/767,
8-11=0/276, 12-14=794/2109,
6-12=1707/3245
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=15ft;
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 pelf 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-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSUlPI 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 359lb uplift at
joint 2 and 362 lb uplift at joint 9.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Defl. = 3116 in
PLATES GRIP
MT20 2441190
Weight:231lb FT=10%
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Job
Truss
Truss Type Qry Ply
A0117712
WRMSCMBL
AO8
HIP CAT 1 1
Job Reference o tional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
6.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek
1314
5><6 — Sz8 II
3x4 II
s a _
Inc. Wed Aua 29 08:24:14 2018
18 17 is o 00 zzn u
3.6 = 5x6 = 2x4 II 1.5x4 II 3.00 LL2 4x8 x
7x8 = 7x8 =
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 Ina
YES
BCDL
10.0
Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP M 30'Excepr
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30'Except`
81: 2x4 SP.Na.2, B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W8: 2x4 SP M 30, W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-6 oc
purins.
BOTCHORD
Rigid ceiling directly applied or4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 15-17
WEBS
1 Row at midpt 5-14
2 Rows at 113 pis 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. - Al forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2663/1593, 3-4=2601/1635,
4-5=2622/1781,-5-6=1806/1285,- -- - -
6-7=-3592/2234, 7-8=3752/2105,
B-9=-4708/2721
BOTCHORD
2-18=1233/2313, 4-15=-184/264,
04i10
CSI.
DEFL.
in (loc)
I/defi
L/d
TC 0.64
Vert(LL)
-0.5914-15
>778
360
BC 0.99
Vert(CT)
-0.8714-16
>527
240
WB 0.99
Horz(CT)
0.48 9
n/a
We
Matrix-MSH
BOTCHORD
2-18=1233/2313, 4-15=-184/264, LOAD CASE(S)
15-29=749/1758, 29-30=74911758, Standard
14-30=749/1758,12-13=-374/0,
7-12=236/392, 11-12=-2324/4260,
9-11=2320/4249
WEBS
3-18=288/236, 15-18=-1067/2259,
5-15=637/975, 5-14=-93/253,
6-14=3626/1636, 8-12=-879f777,
8-11=0/281, 6-12=-2623/5232,
12-14=1663/4257
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=15R;
Cat. 11; 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 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
porting.
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
20.0psf 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 =
10.0psf.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/rPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 346 lb uplift at
joint 2 and 349 lb uplift at joint 9.
8) This truss is designed for a creep factor of 1.50,
which is. used to.calculate.the Vert(CT) deflection per
ANSITPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
Dead Load Defi. =1/4 in
19
PLATES GRIP
MT20 2441190
Weight: 227 Ib FT = 10
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FOR Pierce, FL 34946
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Job
Truss
Truss Type
Oty-
Ply
WRMSCMBL
A09
GABLE
1
1
A0117713
Job Reference o tional R
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc Wed Aug 29 08:24:15 2018 Page 1
I0:ld_OOXyyT61Bi TXoljwHHzefvK-IENPXxIdTOwsJROef3iDY=OMoFiCnipDGDo?Hvi36E
—
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1�9 bz-1�0�-11-2I 4-11d -H-1 P-11-10 8.7-1 I )-Sit
516 — 5x40 MT2014S�
3x4 =
5
6 7
46 i
5x6 i
6.00 12
4 T
5.6
3
6 8
6
1
li Wt
F12
,iiW6
e
24 2322
20
31 32 194 11
8x8=
3x8 =
19 16 15 12
3x6=
4x4=
2x4 11
46 = 3x6 =1.5x4 I1
5x5 =
3x6 =
1.5x4 11
1.Sx4
23a14
114-104J112
7S9
W-+=10 i611-10
2 2 tdd 3065
38-0-0
' 7S9
I 3-21 I 610-14
l )-B
OSa
038
Plate Offsets (X Y)—
(3:0-3-00-3-01, [5:0-3-00-2-01 18:0-3-0,0-3-01, (13:0-2-12,0-2-121
121:0-5-12,Edge1
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)-0.1218-20
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT) -0.17 18-20
>999
240
MT20HS
1871143
BCLL 0.0
Rep Stress Inns YES
WB 0A1
Horz(CT) 0.01 13
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix-MSH
Weight: 2191b
FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 `Except`
B5,B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-1-0 cc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
4-7-0 oc bracing: 7-13
10-0-0 oc bracing: 21-23
WEBS
1 Row at midpt 6-15
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 14-11-10 except (jt=length)
2=0-7-10.
(Ib) - Max Harz
2=126(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-243(LC 12), 13=E26(LC 12),
l l=-156(LC 13), 9=134(LC 13),
14=133(LC 23), 14=-107(LC 1)
Max Grav
All reactions 250 lb or less at joint(s)
except 2=886(LC 23), 13=1565(LC 1),
11=428(LC 24), 9=324(LC 24), 14=719(LC
18), 9=302(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
23=-1339/869, 3.4=-1124/847,
4-5=744/645, 5-6=631/632, 6-7=0/305,
7-8=14/353
BOTCHORD
2-24=574/1130, 20-21-384/954,
20-31=-68/303, 31-32=-68/303,
18-32=-68/303, 16-18=68/303,
15-16=-68/303, 13-15=-10431819.
BOTCHORD
2-24=574/1130, 20-21=-384/954,
20-31=-08/303, 31-32=-68/303,
18-32=-68/303,16-18=-68/303,
15-16=-68/303, 13-15=-1043/819,
7-15=391/239, 4-21=-307/469
WEBS
21-24=538/1086, 3-21=-276/315,
4-20=-519/417, 6-20=-230/569,
8-11=237/276, 14-16=-285/0,
8-13=-288/307,6-15=944/576
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=15ft;
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) 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 MT20 plates unless otherwise
indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 lost bottom
chord live load nonconcurrent with any other live
loads.
8) • 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 243 lb uplift at
joint 2, 626 to uplift at joint 13,156 lb uplift at joint 11.
134 lb uplift at joint 9, 133 lb uplift at joint 14 and 134
Ito uplift at joint 9.
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tonto 111, D.E.
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'80083
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Job
Truss
Truss Type
Oty
Ply
A0117714
WRMSCMBL
A10
HIP
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aiiruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek
5.6 = 3z4 1.5x4 II 5.6
=
=
4 9 6 7
Inc. Wed Aua 2908:24:162018
Dead Load Defl. =118 in
1.Sz4 It 3x8 = 3x6 = 6.8 = 3x4 = 3x6 =
3x6 = 3x6 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.58
Ved(LL)
-0.32 13-15
>881
360
TCDL
7.0
Lumber DOL
1.25
SC 0.88
Vert(CT)
-0.4513-15
>620
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.58
Horz(CT)
0.02 13
n/a
rue
BCDL
10.0
Code FBC2017/rP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-8-12 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 5-13, 7-11
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
76810-7-10 (min. 0-1-8)
13 =
184610-7-10 (min. 0-2-3)
9 =
34810-7-10 (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-216(LC 12)
13 =
-563(LC 9)
9 =
-244(LC 8)
Max Grav
2 =
799(LC 23)
13 =
1846(LC 1)
9 =
406(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=11591591, 3-4=-669/356,
4-5=-527/380, 5-6=305/593,
6-7=-305/593, 7-8=316f755,
8-9=-284/502
BOTCHORD
2-16=338/976, 15-16=-338/976,
14-15=25/307,14-23=-251307,
43-23=-25/307, 12-13=-378/524;
12-24=378/524, 24-25=378/524,
11-25=-378/524,9-11=-287/209
WEBS
3-15=-536/507, 5-15=-327/617,
WEBS
3-15=,536/507, 5-15=-327/617,
5-13=10331721, 7-13=-678/779,
7-11=12171730, 8-11=-391/527
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult= I60mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
CaL II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; mmilever left and 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) Provide adequate drainage to prevent water
pounding.
4) This truss 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-" 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 216 lb uplift at
joint 2, 563 lb uplift at joint 13 and 244 lb uplift at joint
9.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 - 2441190
Weight:205lb FT=10
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Aitho T. Trnnbo Ill, P.E.
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=80083
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Fort Pierce, FL 34946
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_ -.
Job
Truss
Truss
Truss Type
y
XWRMSCMBL
HIP SUPPORTED GABLE
TIF
1
A0117715
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc Wed Aug 29
j
0
5x6 =
5.6 =
31 30 29 28 27 26 .25 24 23 22 21- 20 19 3x4 =
3xe= 3x6=
Dead Load Dee. =118 in
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
Utl
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(L-)
0.47 16-18
>378
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.36 16-18
>492
240
BCLL 0.0 '
Rep Stress Inv
YES
WB 0.54
Horz(CT)
0.01 19
n/a
n/a
BCDL 10.0
Code FBC20177TPI2014
MatrixSH
Weight: 2321b
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purhns.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 18-19
8-2-9 oc bracing: 16-18.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All hearings 23-8-0 except Ot=length)
16=0-7-10.
(Ih) - Max Horz `
2=102(LC 10)
Max Uplift
All uplift 100 lb or less at joints) 2,
21, 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=-297(LC 9), 16=-220(LC 9)
Max Gmv
All reactions 250 lb or less at joint(s)
2, 21, 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=678(LC 24), 16=597(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-285/165, 14-15=344/548,
15-16�670/818
BOTCHORD
2-31=139/357, 30-31=-139/357,
29-30=139/357, 28-29=139/357,
27-28=1391357, 26-27=137/355,
25-26=137/355, 24-25=-137/355,
23-24=137/355, 22-23=-137/355,
21-22=-137/355,20-21=-137/355,
19-20=-137/355,16-18=-615/558
WEBS
14-19=589/812, 14-18=-67B/471,
WEBS
14-19=589/812,14-18=-676/471,
1518=362/527
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=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; mn8lever left and 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) Truss designed for wind loads in the plane of the
Russ 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 ANSlrrPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable studs spaced at 2-M oc.
7) This Russ has been designed for a 10.0 lost bottom
chord live load nonconcurent with any other live
loads.
8)' This Russ has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-8-0 tall by 2-M wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except
Gt=lb) 19=297, 16=220.
10) This truss is designed for a veep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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aoeFnuaXb txh+eWMba+3lhGmi+XwxM tun i:pr¢u:mrapmq., wAmaErlmd iwy ¢.wod:ii. mr'mt 44515t. Wue Blvd.
� Fart Plerce, FL 344i6
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Job
Truss
Truss Type
oty
Pty
AO117716
WRMSCMBL
BO3
Common
2
1
Job Reference o tonal
A-1 HOot I Fusses, Fort Mecca, I-L 6 04b, eeslgnLmaltmss-com
IWn:6.2lus May162u16Ynnt:6.Zlus MayiuzU16MueK
4x4 =
4
Inc. Wee AUe Za U6:Z4:11 ZU 10
4x4 = 5x8 = 4.4 =
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in
(Ioc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC OA4
VEd(LL)
-0.14
7-13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.22
7-13
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.21
Horz(CT)
0.02
6
me
n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No-3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-04 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 74-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
710/0-6-14 (min. 0-1-8)
2 =
791/0-7-10 (min. 0-1-8)
Max Horz
2 =
96(LC 12)
Max Uplift
6 =
-169(LC 13)
2 =
-205(LC 12)
Max Grav
6 =
710(LC 1)
2 =
791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1183/793, 3-4=-898/595,
4-5=898/595, 5-6=1184/797
BOT CHORD
2-7=617/1036, 6-7=-623/1037
WEBS
4-7=-289/554, 5-7=346/390,
3-7=-342/383
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=15ft;
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) 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 beating plate capable of withstanding 100 lb uplift at
joint(s) except fit -lb) 6=169, 2=205.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
Dead Load Defl. =1116 in
)4
PLATES GRIP
MT20 244/190
Weight: 85 lb FT=10%
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.i 80083
80083
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4451 St. Lucie Blvd.
e1M ldunh taYel epMgnbvMlNdlrr'+tnd,d.lbinv G;�[n'. rClaairy 44n 1 Sry] lgvvd IW14 NWeaabm eddednl0l
Fort Pierce, F- 34946
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Job
Tmss
Truss Type
Qty
Pty
WRMSCMBL
B04GE
Common Supported Gable
1
1
A0117717
Job Reference (ootiona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem
9:.
0
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:18 2018
ID:Id_OOXyyT61Bi_TXoliwHHzefvK-8p2Y9zoVm W QAv6DKBGwAcPe50TPEBGwESE
194-0 , 20-8-0,
4x4 =
4za = 22 21 20 18 18 17 16 15 14 axa =
3x4 = 5x6 =
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.01
13
n/r
90
TCDL 7.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
-0.01
13
n/r
80
BCLL 0.0 '
Rep Suess Ina
YES
WB 0.05
Horz(CT)
0.00
12
n/a
n/a
BCDL 10.0
Code FBC20177rP12014
Matrix-SH
Wind(LL)
0.01
13
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
purins.
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. All bearings 19-4-0.
(lb) - Max Horz
2= 90(LC11)
Max Uplift
All uplift 100lb or less at joint(s) 2,
19, 21, 22, 17, 16, 15, 14, 12 except
20=-103(LC 12)
Max Grsv
All reactions 250 lb or less at joint(s)
2, 18, 19, 20, 21, 22, 17, 1 H, 15, 14,
12
FORCES. (Ib)
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; TCOL=4.2psf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and G-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) 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 requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
8)' 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 (b uplift at
joint(s) 2, 19, 21, 22, 17, 16, 16,14, 12 except (jt=lb)
20=103.
10) Beveled plate or shim required to provide full
bearing surface with truss chord at joint(s) 2.
11) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrFPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 101 lb FT=10%
6 vPP ibnyYl aM'U 67i1P56'S?Tsa1C1a6t�rNxT"..%5ip;^IW)LYONI�:rfkn Fv;.Y xrs,vemrrerlpn Omf Bc�p hl.q(.IX�tl54bllivF¢r£ktrvsitll4 Rs.K,vnxa'n kTA,y
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v4, ro r i PamrssuefiemAlrodlnxesdalear7. taeEOIgP.F.
Job
Truss
Truss Type
Oty
Ply
A0117718
WRMSCMBL
C01SGE
Common Structural Gable
1
1
Job Reference o 8onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2uld No I ex mausmes, Inc. Wea Aug 28 u8:z4nd 2ula
4x4 =
to
2x4 = 2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.32
Vert(LL)
0.03
6-16
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.22
Vert(CT)
0.02
6-16
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.07,
Horz(CT)
-0.00
4
n/a
We
BCDL 10.0
Code FBC2017TrP12014
Matrix -MP
Weight: 35 lb FT=10%
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
purins.
BOTCHORD
Rigid ceiling directly applied or 8-&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)
2 =
371/1-4-0 (min. 0-1-8)
4 =
371/1-4-0 (min. 0-1-8)
Max Horz
2 =
-44(LC 10)
Max Uplift
2 =
-151(LC 9)
4 =
-151(LC 8)
Max Grav
2 =
371(LC 1)
4 =
371(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-369/662, 34=369/662
BOTCHORD
2-6=-441/289,4-6=-041/289
WEBS
3-6=356/180
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=15ft;
Cat.11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exledor(2) zone; cantilever 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 ANSIrrPI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 pet bottom
chord live load nonconcumenl 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 chortl 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 (it --lb) 2=151, 4=151.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrFPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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WA. rM W. 1,41I.M.n dI b 1 b !rym( yr3y gak Pr ud mr.l n r mrmndmrda Ymm9n pv nk4kdVdbc9gim Ard.&Ttonir bML hLn�pnar(� ab'm.»9n
Anthony T. ToMb0111, P.E.
N rid: Trmbw 6rdp:m #r.4rrINC mCw iwbM4d mldPq.Y.Pw rmrsx4dmK 6 KWNm4."d ww h4FuldNION m dtl rim[ .mMq N64&W kNNr.W! 9dm.m. Aa Mrytl
:80083_
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4451 St. code Blvd.
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For: Pierce, FL 34946
(epplgb4`IDI611teal Gams LcbuvyP lemEe114LE. leprdemmdrllNrnmea, amylcm,nyro6fl4ed•konnken0nramissmu4eolliblbvn:. Ar6oryl.IaeEe Ill,Pi
_
Job
Truss Type
DtyWRMSCMBL
TCJ1
Comer Jack
6
1
A0117719
Job Reference o tional
A-1 Koor i russes, tort Pierce. I-L 39946, desigruglaltmss.com
Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 Mi Industries, Inc. Wed Aug 29 08:24:19 2018
LOADING(pso
SPACING-
2-"
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Ved(LL)
0.00
7
>999
360
TCDL 7.0
Lumber DOL
1.25
SC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WS 0.00
Horz(CT)
0.00
4
n/a
n/a
. BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOT CHORD
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)
3 =
-3/Mechanical
2 =
16610-7-10 (min. 0-1-8)
4 =
-16/Mechanical
Max Hom
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. (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; BCDL=5.Opsf; h=15ft;
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; porch 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 par bottom
chord live load nonconcument with any other live leads-
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 withstanding100 Ib uplift at
joint(s) 3, 2, 4.
6) This tmss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2"/190
Weight 6 lb FT = 10%
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Anthony T. Tembo 111, P.E.
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J80083
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4451 St. Lucie BW.
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U
Fart Pierre, FL 3E966
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Job
Truss
Truss Type
Oty
Ply
WRMSCMBL
CJ3
Comer Jack
6
1
A0117720
=at)
A-1 Kom I n1sses, tort Fierce, FL 34 b, aealgn(maltm55.cem
Kun:a.2lus Mayla2Ula Fnnta.2Tus Mayla Lulu MIl
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(L-)
0.01
4-7
>999
360
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 FBC2017irPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or2-11-11 oc
pudins.
BOT CHORD
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)
3 =
60/Mechanical
2 =
20110-7-10 (min.0-1-8)
4 =
30/Mechanical
Max Holz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-72(LC 8)
4 =
-27(LC 9)
Max Grav
3 =
60(LC 1) -
2 =
201(LC 1)
4 =
49(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=1511;
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; porch 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 nonconcurrent withanyother 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 3-6-0 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, 4.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIfrPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
InC. Wea AUa 29 Ua24:1a 2U16
PLATES GRIP
MT20 2441190
Weight: 12 lb FT=10%
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Anthony T.Tambo ill, P.E.
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tgLa93
'
mrei,iin¢e Nfs,N t4 +raw M1CONnpano�Wprt4m�tlmdlpgd,ps. Ynx! m'6Y I.10l2hmN WA kmW'a R°NIv ingt5 a+nymi:¢nMN�tael. ROP..ImrM-n'Rmmlr bMvsa a'n.
t*r.Lude Blvd.
dmrrdWll GaN PtlT�bNtghtllw-xmtl,l4rm+d la[9 IlClglitls3Sspe 1 le 5p,md rWi4 Nq�tlm1! IE lelldl
Fortort piece, FL 3d9C6
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—
Job
Truss
Truss Type
Dy Ply
'
WRMSCMBL
CJ5
Corner Jack
1 1
A0117721
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:20
4-11-11
LOADING(psf)
SPACING-
2-0-0
CS].
DEFL.
in
(loc)
I/deg
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
0.04
4-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.29
Ven(CT)
-0.05
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
nla
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOTCHORD
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 =
112IMechamcal
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 =
112(LC 1)
2 =
268(LC 1)
4 =
88(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=15ft;
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-M wide will fit between the
bottom chord and any other members.
4) Referto girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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I11, P.E.
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Ai
80083
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4rt
Wmgedgntlamghm M' re+�ieelmskuyfrymn6ACl Mrffry [-p l mabp F rdrM 1®W�t'��maenkidblM1l
Pler ,R. MM Fort Pierce, FL 34966
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Job
Truss
Truss Type
Qty
Ply
,WRMSCMBL
CJSA
Comer Jack
1
1
A0117722
Job Referenceo Bonal
A-i Roof Trusses, Fort Pierce, FL 34946, design@allruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:20 2018 Page 1
ID:ld_0OXyyT61Bi_TXo ljwHHzefvK-4BAlafpl IzZBQCGoScIOFI Uw7p54t7OZNXxZhUyj369
471-t1
4-11-11
2x4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
1/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
0.06
3-6
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.05
3-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/FP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No-2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
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)
1 =
18210-7-10 (min.0-1-8)
2 =
117/Mechanical
3 =
64/Mechanical
Max Horz
1 =
100(LC 12)
Max Uplift
1 =
-29(LC 12)
2 =
-83(LC 12)
Max Grav
1 =
182(LC 1)
2 =
117(LC 1)
3 =
89(LC 3)
FORCES. (Ib)
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=15ft;
Cat. II; Ecp 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
2) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurtent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord -inall -areaswhere 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 100 lb uplift at
joint(s) 1, 2.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 16 lb FT = 10
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,ae.heldudh elmyedrvmni0ghalrr'r,adrti 1plwd,¢frim:bAClmbAarPnpr 1 reaagtmamrldaq lAry^3'MY Id+el'ml Fort Pierce, FL 34946
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PPi9 vI P I P iem' 7 -
Job
Truss
Truss Type Oty
Ply
WRMSCMBL
D01
HIP GIRDER 1
1
A0117723
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
3.4 =
LOADING(psf)
SPACING-
2-0-6
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
125
BCLL
0.0 '
Rep Stress Ina
NO
BCDL
10.0
Code FBC20171TP12014
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
2-0-0 oc pudin (3-7-5 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-10-2 oc bracing.
REACTIONS. (lb/size)
2 =
1010/0-7-10 (min.0-1-8)
5 =
101010-7-10 (min.0-15)
Max Hom
2 =
53(LC 7)
Max Uplift
2 =
-597(LC 5)
5 =
-597(LC 4)
Max Grav
2 =
1010(LC 1)
5 =
1010(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=1722/1101, 3-15=-1514/1027,
15-16=1514/1027,4-16=-1514/1027,
45=-1722/1101
BOT CHORD
2-8=-957/1493, 8-17=-971/1513,
17-18=-971/1513, 7-18=-971/1513,
5-7=-924/1493
WEBS
3-8=-252/449, 4-7=251/449
NOTES.
1) Unbalanced roof live loads have been consideredfor
this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left and dght
exposed; 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 nonconcurrent with any other live loads.
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018
CSI.
DEFL in
(loc)
I/defl
Ud
TC 0.74
Vert(LL) 0.11
7-8
>999
360
BC 0.54
Vert(CT) -0.08
7-8
>999
240
WS 0.17
Horz(CT) -0.03
5
n/a
n/a
Matrix-MSH
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-M 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 at --lb) 2=597, 5=597.
7) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 105
lb down and 138 lb up at 5-0-0, 58lb down and 86 lb
up at 7-0-12, and 58 lb down and 86 to up at 7-11-4,
and 105lb down and 138 lb up at 10-0-0 on top chord
, and 215 lb down and 213 lb up at 5-0-0, 471b down
and 68 lb up at 7-0-12, and 47 lb down and 68lb up
at 7-11-4, and 215 lb down and 213lb up at 9-11-4
on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSl1TPI 1. The building designer shall verity that this
parameter fits with the intended use of this
component. -
10) 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 (pit)
Vert: 1J=55, 3-4=-55, 4-6=55, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-58(F) 4=58(17) 8=215(F) 7=215(F)
15=58(F)16=58(F) 17=39(F) 18=-39(F)
29 08:24'91 2018
3x4 =
PLATES GRIP
MT20 244/190
Weight 65lb FT =10%
R
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Job
Truss
Truss Type Oly
Ply
WRMSCMBL
HJ5
Diagonal Hip Girder 2
1
AO117724
Jab Reference(optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:2421 2018 Page 1
ID:ld_0OXyyT6lBi TXoliwHHzefvK-YOkgn?gO3Gh?iMroOKpdoEl4kDPGcZUicBg6Dwyj368
-1-10-10 4-3-14 7-0-2
3 ' 1-10-10 414 ~ 2-8-14
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Va.,(")
-0.06
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
-0.10
6-9
>789
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.07
Horz(CT)
0.00
6
nla
nla
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
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 6-0-0 oc
puriins.
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
accordancewith Stabilizer Installation aide.
REACTIONS. (lb/size)
4 =
46/1vechanical
2 =
37810-10-7 (min. 0-1-8)
6 =
205IMechanical
Max Horz
2 =
141(LC 22)
Max Uplift
4 =
-63(LC 26) -
2 =
-151(LC 4)
6 =
-112(LC 5)
Max Grav
4 =
61 (LC 19)
2 =
378(LC 1)
6 =
205(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-1 O=289/62, 3-1 O=277/88
BOT CHORD
2-11=1321261, 11-12=-1321261,
6-12=1321261
WEBS
3-6=-298/151
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph;-TCDL=4:2psf,, BCDL=5.Opsf;-h=15ft;
Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
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-"wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 4 except at --lb) 2=151, 6=112.
7) 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, 77 lb down and 61 lb
up at 1-4-9, and 32 lb doom and 41 lb up at 4-2-8,
and 32 lb down and 41 lb up at 4-2-8 on top chord,
and 63 lb down and 35 lb up at 1-4-9, 63 lb down and
35 lb up at 1-4-9. and 14 lb down and 40 lb up at
4-2-8; and 14lb down and 40 lb up at 4-2-5 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSlITPl 1. The building designer shall verity thatthis
parameter fits with the intended use of this
component.
9) 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 Inuease=1.25
, Plate Incmase=1.25
Uniform Loads (plf)
Vert: 14=54, 5-7=-20
Concentrated Loads (lb)
Vert: 12=-9(F=4, B=-4)
PLATES GRIP
MT20 2441190
Weight: 29 lb FT=10%
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Mthmy T. Tombo 111, P.E.
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Fort Pierce, FL 34946
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Job
Truss
TmssType
WRMSCMBL
HJ6
Diagonal Hip Girder
1
r
A0117725
Job Reference footiona0 11
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:22 2018 Page 1
ID:Id_OOXyyT6IBi_TXoliwHHzetvK-0al3?KAgapsf W0_Z7KsKSZBOdtgL?FrgrpglNyj367
-1-10-10 4-8A4 8-5-1-
1-10-10 4-8-14 I 3b4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.69
Vert(LL)
-0.16
6-9
>634
360
TCDL 7.0
Lumber DOL
1.25
BC 0.78
Vert(CT)
-0.24
6-9
>417
- 240
BCLL 0.0
Rep Stress Incr
NO
WB 0.17
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/iP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORIJ
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
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 =
117/Mechanical
2 =
452/0-10-6 (min. 0-1-8)
6 =
313/Mechanical
Max Horz
2 =
162(LC 4)
Max Uplift
4 =
-105(LC 4)
2 =
-170(LC 4)
6 =
-81(LC 8)
Max Grav
4 =
117(LC 1)
2 =
452(LC 1)
6 =
313(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-10=466/161, 10-11=4611187, -
3-11=405/177
BOTCHORD
2-13=238/436, 13-14=238/436,
14-15=-2381436, 6-15=-238/436
WEBS
3-6=476/260
NOTES-
1) Wind: ASCE 740; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf;'h=15fl;
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 is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
3) This truss has been designed for a 10.0 psf bottom
chord live load 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 In uplift at
joint(s) 6 except (jt=lb) 4=105, 2=170.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
to down and 61 lb up at 1-4-7, 77 lb down and 61 lb
up at 1-4-8, 32 lb down and 41 lb up at 4-2-6, 321b
down and 41 lb up at 4-2-8. and 56lb down and 87 lb
up at 7-0-5, and 58 lb down and 90lb up at 7-0-7 on
top chord, and 24 lb down and 35 lb up at 1-4-7, 24 lb
down and 35 lb up at 1-4-8, 13lb down and 40 lb up
at 4-2-6, 13 lb down and 40 lb up at 4-2-8, and 38 lb
down at 7-0-5, and 36 lb down at 7-0-7 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
8) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSlrrPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
9) 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 (plf)
Dead Load Den. =1116 in
PLATES GRIP
MT20 244/190
Weight: 35 lb FT=10%
Standard
Vert: 14=54, 5-7=-20
Concentrated Loads (lb)
Vert: 12=82(F=43, B=-38)14=-9(F=-4, B=41)
15=-67(1`=36, 13=31)
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Anthony T. Tmbo 111, P.E.
/
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4451 St. Lucie Blvd.
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Job
Truss
Truss Type Oty
Ply
A0117726
WRMSCMBL
J5
Jack -Open 4
1
Jab Reference o tional
r-, , = i ruses, con .erce, uuss.wm
mun.a,us may tommrnnno.uus 104U10-11-
5
5
3x3 II
4
LOADING(psf)
SPACING
2-0-0
CSI.
DEFL.
in
(loc)
Wall
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
0.06
4-5
>827
360
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.05
4-5
>917
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.06
3
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MR
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-0 oc
pudins, 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)
5 =
263/Mechanical
3 =
84/Mechanical
4 =
37IMechanical
Max Horz
5 =
103(LC 9)
Max Uplift
5 =
-82(LC 8)
3 =
-78(LC 12)
4 =
-47(LC 9)
Max Gmv
5 =
263(LC 1)
3 =
84(LC 1)
4 =
71(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-5=-222/287
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft;
Cat. 11; Ecp B; Encl.. GCpi=0.18; MWFRS (envelope)
and GC Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS. for
reactions shown; Lumber DOL=1.60plate 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 buss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) 5, 3, 4.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 17lb FT=10%
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%,9UQ33
BOD83
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A!
44515t. Lucie Blvd.
ln.wdrvdry '.6'my:H9nbm2gl,Alr 4MeA lkin r A;.v-:r[tdAifatcye 1 .reafip rmW9R e,.y5xrY nldatlkinl
Fort Pierce, FL 3d9Gfi
0hOm
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Job
Truss TypeplyWRMSCMBL
TJ�M
Jack -Open
4 1
A0117727
Job Rate... (optional) 'r
A-i moor i msses, roa rlerce, rr..w , deslgnLaluuss.rnm Kun: b.zlu s May la Lu id ✓ran: 8.Z1U 5 May 18 ZU18 MITek InduSmee, Inc. Wed Aug 29 UB24:232018 Pagel
ID:ld_0OXyyT61Bi TXo1jwHHzefvK-UmsRCgsebuxjHg?B7Ir586Pti5g4U8?3V9DIpyj366
-0-0 5-0-0
r 140 5-0-0 I
3x4 =
5-0-0
LOADING(Psf)
SPACING-
2-0-0
CSI.
in
(loc)
i/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
0.11
4-7
>554
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.44
FH
0.09
4-7
>650
240
BCLL 0.0 '
Rep SVess Incr
YES
WB 0.00
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight: 18 Ib
FT = 10%
.LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SPNo.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or 104)-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
113/Mechanical
2 =
269/0-7-10 (min. 0-1-8)
4 =
59/Mechanlcal
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-98(LC 9)
4 =
-48(LC 9)
Max Grav
3 =
113(LC 1)
2 =
269(LC 1)
4 =
88(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=1511;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; porch 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-" 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 beadng plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits withthe intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tombo 111, P.E.
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4451 St. Lurie BIA.
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b,
Truss
Truss Type
Qly
Ply
A0117728
RMSCMBL
FW
J6
Jack -Open
3
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1huss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:23 2018 Page 1
ID:ld_OOXyyT61Bi_TXoljwH RzefvK-UmsRCgsebuxjHg?B7lr5tf6Nul364U8?3V9Dlpyj366
6-0-0
6-M
3x4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
I/deft
IJd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC . 0.62
Vert(LL)
0.11
3-6
>634
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
-0.11
3-6
>656
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10,0
Code FBC2017ITP12014
Matrix -MP
Weight: 19 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 no
pudins.
BOT CHORD
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)
1 =
22010-7-10 (min. 0-1-8)
2 =
143/Mechanical
3 =
77/Mechanical
Max Horz
1 =
121(LC 12)
Max Uplift
1 =
-35(LC 12)
2 =
-102(LC 12)
Max Grav
1 =
220(LC 1)
2 =
143(LC 1)
3 =
108(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=S.Opsh, h=15ft;
Cal. 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 tallby2-" 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 Wss
to bearing plate capable of withstanding 100 lb uplift at
jolnt(s)1 except Qt=lb) 2=102.
6) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSIrTPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Anthony T. Tembp III, P.E.
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:80083
'
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4451 St. Lurie Blvd.
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Fat Pierce. Ft 34946
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- Pd'il P P f W Pv y
-- - --
Job
Truss
Qty
Ply
WRMSCMBL
VO4
�TnussType
Valley
1
1
A0117729
Job R femnce(opti0 v
e may mmiormo.o.uusmay iaauiomiiexmousmes,mc. weunugesuv; talc
6.00 F12 2 3x4 =
2<4 9
bx4
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL : 1.25
TC 0.06
Vert(LL)
We -
We
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT)
n/a -
n/a
999
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-P-
Weight: lO lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc
pudins.
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)
1 = 101/3-11-0 (min.0-1-8)
3 = 101/3-11-0 (min. 0-1-8)
Max Horz
1 = -11(LC 10)
Max Uplift
1 = -24(LC 12)
3 = -24(LC 13)
Max Grav
1 = 101(LC 1)
3 = 101(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=S.Opsf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Ertedor(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) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0 psf bottom
chord live load nonconwment with any other live loads.
5)' 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 2-0-0 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) 1, 3.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify thatthis
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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O Fort Pierce, F1 34946
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Job
Truss
Truss Type Qty Ply
A0117730
WRMSCMBL
VO7
Valley 1
�Rf,,,,
nal
A-1 r'rooT I russas, Von Pierce, VL S4g40, Ce Ign(NalbussdAm Kan: a.21 e s May la Zeta Vnnl: a.nu s May la CU 10 Mu ex 1n0u5me5, Inc. vvee Hug [y ooavar aq 1 u
Y
0
2x4 i
3x4 =
2
214
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in (loc)
Well
Vd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(LL)
nla -
n/a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.43
Vert(CT)
me -
n/a
999
BCLL 0.0
Rep Stress Incr
YES
NB 0.00
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
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 quide.
REACTIONS. (Ib/size)
1 = 212/6-11-0 (min. 0-1-8)
3 = 21216-11-0 (min. 0-1-8)
Max Horz
1 = -23(LC 8)
Max Uplift
1 -51(LC 12)
3 = -51(LC 13)
Max Gmv
1 = 212(LC 1)
3 = 212(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=15ft;
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) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0,psf bottom
chord live load nonconcurrent with any other live loads.
5) `-This truss has been designed for alive 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 Ib uplift at
joint(s) 1, 3.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
4
0
PLATES GRIP
MT20 2441190
Weight: 20 lb FT = 10
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Job
Truss
Truss Type
Qty
Ply
WRMSCMBL
VM02
Valley
1
1
A0117731
Job Reference (op0ona0 v
A-1 Root I fusses, tort Plerea, FL 34946, design@albuss.com
Y
Run: 8.210 s May 182018 Print 8.210 s May 18 2018 MTek Industries, Ina Wed Aug 29 08:24:25 2018 Page 1
ID:Id_OOXyyT61Bi_TXoliwHHzefvK-R9zBdMtu7VBRWzgZE9uZy4BSWgtnYOelXpeKMiyj364
2x4 i
6.00 12
LOADING(psf)
SPACING 2-M
CSI.
DEFL.
in (loc)
Weft
LId
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.04
Vert(LL)
n/a -
n/a
999
MT20
2441190
^TCDL 7.0
Lumber DOL 1.25
BC 0.02
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
RepStressIncr YES
WB 0.00
Horz(CT)
-0.00 2
n/a
.nla
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Weight: 5 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-0 oc
puriins.
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)
1 =
51/1-11-8 (min. 0-1-8)
2 =
37/1-11-8 (min. 0-1-8)
3 =
14/1-11-8 (min. 0-1-8)
Max Horz
1 =
28(LC 12)
Max Uplift
1 =
-8(LC 12)
2 =
-29(LC 12)
Max Grav
1 =
51(LC 1)
2 =
37(LC 1)
3 =
27(LC 3)
FORCES. (lb)
Max. CompJMax. 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=15ft;
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
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent 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) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s)1, 2.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type Oty
Ply
WRMSCMBL
VM04
Valley 1
1
A0117732
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
2x4 i
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Wed Aug 29 08:24:25 2018 Page 1
ID:Id_0OXyyT61Bi_TXoliwHHzefvK-R9zBdMtu7VBRWz9ZE9uZy4BgvgsvYNolXpeKMiy)364
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL)
n/a -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.07
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.12
Horz(CT)
-0.00 3
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-P
Weight: 13 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 4-CI-0 oc
puriins.
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 uide.
REACTIONS. (lb/size)
1 =
8713-11-8 (min. 0-1-8)
3 =
-9213-11-8 (min. 0-1-8)
4 =
-3913-11-8 (min. 0-1-8)
5 =
294/3-11-8 (min. 0-1-8)
Max Horz
1 =
69(LC 12)
Max Uplift
1 =
-4(LC 12)
3 =
-92(LC 1)
4 =
-77(LC 3)
5 =
-125(LC 12)
Max Grav
1 =
87(LC 1)
3 =
73(LC 12)
5 =
294(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-5=-211/397
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;
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 -B-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 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) Bearing at joint(s) 3 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3, 4 except (jt=1b) 5=125.
7) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Fat Pixce, FL 34946
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JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01
n
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 BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
CD
r`
ttach Corner Jack's
r/ (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
MV=Y T j=bo 111i P.E.
4 8M
4 5[SLDal^_e:rd.
Fa} aeic¢� FL 34va6:
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLW.
FORT PIERCE. FL 34946
7724091010
ALTERNATE DIAGONAL BRACING TD THE BOTTOM CHORD
1'-3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT 15 THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITEI
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 ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES 0
F- 24, OL:
2XG DIAGONAL BRACE SPACED 4B'
D.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) - 16d 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 ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - IOd 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 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED S' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL
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
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
UXAL
I--�., �TUO
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 I STANDARD PIGGYBACK TRUSS I STDTL04
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 VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS -
(SPACING NOT TO EXCEED 24' O.0 A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
1
y
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 B' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN 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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a 80083,
951 SL Ludt 81,4_
F t Plerce,. FL 35946
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, PL 34M
n&409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W1 ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (TYP.)
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 DRAWING&
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
BASE TRUSSES
VALLEYTRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W1 TWO USP
WS45 (114' X 4.5) WOOD SCREWS
INTO EACH BASE TRUSS.
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
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 3/12 MAXIMUM 6112 -
CATERGORY II BUILDING
EXPOSUREC
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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^fi083
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0 CFat Place. R. 34946
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FEBRUARY 5, 2018
TRUSSED VALLEY SET DETAIL
STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72-409-1010
VALLEYTRUSS
(TYPICAL)
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 =WX 0.131'=10d
2. WOOD SCREW =3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOTTO EXCEED 48' O.C.
P r2
SEE DETAIL 'A'
BELOW (TYP.)
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
(TYPICAL)
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 6112 - _-
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60_
ATTACH 2X4 CONTINUOUS 42
MAX TOP CHORD TOTAL LOAD =50 PSF
SYP TO THE ROOF W/ TWO USP
MAX SPACING = 24' O.C. (BASE AND VALLEY)
WS3(1/4'X 3') WOOD SCREWS
MINI MUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
AnUWY T.'(cn+bo Ill, P.E,
= 0083
445L5t,. Lwe:B]Wd
Fed Flvrc 'FL. 3490
JULY 17, 2017
II\V VVLLV VfILLLI VLI VL IP\IL
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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 PS
MAX SPACING = 24' O.C. (BASE AND VI
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST 8E
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 7-10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
NON -BEVELED
BOTTOM CHORD
CLIP MAYBE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON.BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12.(MAXIMUM
12112 PITCH)
="P
W.49
meaeel
AnVul
nl�Ctt6iNdisn wY!d M�wiievP6f^@ i]Im!%�{E:-0�` 4 Yma Sii; AudMl
AntImny T `Tambo
i 80083
4451 SL:Lone Blvd:
Port Pierce TL 34946..
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD. '
FORT PIERCE, FL 34946
772-409-1010
* DIAGONAL BRACING
REFER TO SECTION A -A
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, S' OL.
VER
STU[
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS15d
NAILS
SPACED 6' D.C. -
(2) 30d NAILSINTO
2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
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) - IOd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IOd NAILS
** L - BRACING REFER
TO SECTION B-B
3X4=
v
24' MAX.
(4) Bd NAILS MINIMUM'
PLYWOOD SHEATHING TD
2X4 STD SPF BLOCK
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX.
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
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IOd NAILS SPACED 6' D.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT W-0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) SOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAG. BRACE -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
IF NEEDED
TRUSSES.
10. IOd AND 16d NAILS ARE 0131'X3D' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
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
1(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SPA3/STUD
12'0.C.
3&10
5.6-11
6&it
11-1-13
2X4 SP#31STUD
16'0.C.
3-3-10
4.9-12
6E-11
9-10-15
2X4 SP#31 STUD
2470.C.
2-&6
3-11-3
5-0-12
81-2
2X4 SP#2
12O.C.
3-10-15
5&11
fifi11
11-814
2X4 SP #2
16'0.C.
3&11
4-9-12
6&11
10$41
2X4 SP #2
24' D.C.
3-14
3.11-3
6-2-9
9.3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IOd NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
r•'i�Y1II ••••••• Ijj
ROOF
SHEATHING
TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
\ 16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
IOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
MAX MEAN ROOF HEIGHT= 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH
DURATION OF LOAD INCREASE: 1.60
FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL STDTL09
WITH 2X BRACE ONLY
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINE
15 IMPRACTICAL T-BRACE / I -BRACE MUST COVER SOX OF WEB LENGTH.
THIS DETAIL NOT TO_BE_USED 30_CONVERT T-BRACE / I -BRACE WEBS TC
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL M946
772409-1010
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 [-BRACE
BRACE
SIZE FOR TWO-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 ]-BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY17,2017 1 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.
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.
4461 ST. LUCIE BLVD. -
FORTPIERCE,FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-089-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO 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 \W6L
ACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WITH (3) - 1) C SCAB WITH (3) - lOd
TO TOP CHORD IS WITH
( X 3 J SAILS (0.131' X 3). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (OJ31' X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
USE METAL FRAMING ATTACH TO VERTICAL L ATTACH TO VERTICAL L
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - IOd
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X X)
TRUSS 21
6 4' - D' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' DIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. -IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0J31' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - O' AND FASTEN WITH (12) -
10d NAILS (0131' X 3-) STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11
A•1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
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-ENDAS - ---- - -
SHOWN).
2. THE END 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
SIP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
;D
.162
108.8
99.6
86.4
B4.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
s
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
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
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS
EXAMPLE: NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
NEAR SIDE
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 115 IDOL) = 2915 LB MAXIMUM CAPACITY NEAR 570E
ANGLE MAY
VARY FROM
30' TO 60'
45 00
ANGLE MAY
VARY FROM
30' TO 60'
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
FEBRUARY 17, 2017
UPLIFT TOE -NAIL DETAIL
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.
NOTES_
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
OIA.
SP
OF
HF
SPF
SPF-S
-L
.131
59
46
32
30
20
ZO
J
.135
60
48
33
30
20
Ill
[T)
.162
72
58
39
37
25
J
2
O
.128
54
42
28
27
19
Z
Z
OJ
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
-)
LO
J
CV
Q
M
Z
.120
51
39
27
26
17
0
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
.148
57
44
31
28
20
M
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 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 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 (0162' OIA. X 35') WITH SPF SPECIES TOP PLATE
FOR VINO OOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO
FOR VINO DOL OF LSO.
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 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*** USE (3) TOE -NAILS ON 2X4 BEARING WALL e.
00, USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S.
IE
TOP PLATE
OF WALL
VIEVS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
F. EfBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.5X4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
TRUSS 2419 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
STDTLI4
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
,4
A,thmy T. T.nb 111, G.E.
80013
4451 SG L c 81M,
Fa, Piercc, R 34W6
1 o FEBRUARY 17 2017 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
772409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
DF
SPF
HF
2X4
2X6
2X4-
2X6-
2X4
2X6
-2X4-
-2X6
-2X4 --
2X6
20
30
24'
1705
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36•
2681
4022
24.94
3681
2074
3111
2125
3187
38
57
42"
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5455
3346
5019
2829
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 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 31.
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 jypl
BREAK
/jam//
� 3
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
6' MIN
X' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
L 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 TOVERIFYTHAT 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 RETURNEE) 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 PLATES AT THE JOINTS OR SPLICES. —
S. 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 SCAB APPLIED OVERHANGS STDTL16
k
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724M1010
TRUSS CRITERIA:
LOADING: 4G-ID-O-10
DURATION FACTOR: 115
SPACING: 24' OL.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) 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 SCAB
(L) (2.0 x L) -_ -
24" MAX 24" MIN
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 40') SPACED 24'
OL. 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