HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
a-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
RE: Job WHHS3B A-1 Roof Trusses
4451.St Lucie Blvd
Site jnformation: Fort Pierce, FL 34946
Customer Info: HABITAT ST. LUCIE COUNTY Project Name: SCATTERED LOTS
Lo1Block: Model: THREE BEDROOM
Ad ress: Subdivision:
Ci County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License*
Address: eti�6�
City: �ma�
General Truss Engineering Criteria Design Loads Individual Truss Design Drawings Show Special Loading ��000
9 9 9 i 9 9 P 9 -� ��.
Conditions): c'
Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 B
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 30 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
A0195752
A01
9/24/19
13
A0195763
Al2
9124/19
25
A0195775
CJ5
9/24/19
2 _.'
9/24/19
14
A0195764
B01
9/24/19
26
A0195776
CJ7
9/24/19
3
A0195753
A02
9124119
15
A0195765
802
9124119
27
A0195777
HJ5
9124119
4
A0195754
A03
9124/19
16
A0195766
B03
9124119
28
A0195778
HJS
9/24119
5
A0195755
A04
9124/19
17
A0195767
B04
9/24/19
29
A0195779
J5
9/24/19
6
A0195756
A05
9/24/19
18
A0195768
B05
9/24/19
30
A0195780
J8
9/24/19
7
A0195757
A06
9/24/19
19
A0195769
B06
9/24/19
31
STDL01
STD. DETAIL
9/24/19
8
A0195758
A07
9/24/19
20
A0195770
B07
9/24119
32
STDL02
STD. DETAIL
9/24119
9
A0195759
A08
9/24/19
21
A0195771
B08
9/24/19
33
STDL03
STD. DETAIL
9/24119
10
A0195760
A09
9/24/19
22
A0195772
B09
9/24/19
34
STDL04
STD. DETAIL
9/24/19
11 °'
A0195761
A10
9/24/19
23
A0195773
CJ1
9/24/19
35
STDL05
STD. DETAIL
9/24/19
12 -.,,
A0195762
All
9/24/19
24
A0195774
CJ3
9/24/
36
STDL06
STD. DETAIL
9/24/19
the buss dramng(s) referenced have been prepared byW hole House Engineering, Inc. undermydirectsupervisim based on the parametersprovided byA-1 Roofrnxsses, Ltd.
NOTE:Theseal on these drawings indicate acceptance of professional engineering
responsibility soleyforthe truss components shown.
® The suitability and use ofcomponentsforanyparticularbuilding istherssponsiblityofthe building ®�p`Gv �\��tt113p t��//mil
designer, perANSVrPI-1 Sm 2. `_ �� �1113
%...... I.. N
The Truss Design Drawing(s)(TDD[sD referenced have been prepared based on the construction ®�����w`�
dowments(also refened to at times as'Sbuctural Engineering Documents') provided by the Building V a�
Designer indicating the nature and characterof the work �g �`-O - No. 62809
The design miteriatherein have been transfened to the Truss Design Engineerby[At RoofTwssestiJ•� G 0
specificlocation]. TheseTDDs(also refenedto atthnesas'Sbudural Delegated , //pp®� ,,}}����
Engineering Documents) are specialtysbuctuml component designs and maybe partof the prolEaCra,J �� ®0.7 '. -'-
defenedorphasedsubmittais.Asa Truss Design Engineer(Le.,Spedahy �YY -
° D t, svm�eabyJ" B.•l7 ••. STATE OF
Tait,
Engineel,the seal here and on theTDD represents an acceptance of professional engineering o��o
responsiblittyforthe design ofthesingieTruss depicted on the Too only. The Building Desgnerts ose:mrsse.za res �ii '�C_'•..........
<OR1OP.
onsibkco forwdshagotdinateandmviewtheTDDsfor trs1:1){HYq' S ..-• `�J 1\
campatiblitywigtthe'vwrtttenenglneringmquimments. PleawmviewallTDDsandallmldednotes. TmssDesign Engineefs Llcensemnewald�a 7'UNALt�``\�`
forthe state of Florida is Febwary282821 /01111iSERIAL#
��..r 5f054982f500e8feb19a64ef
Page 1RXA 4451 St. Lucie Blvd.
b��V Fort Pierce, FL 34946
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
00 TRUSSES
A FLORIDA CORPORATION
RE: Job WHHS3B
No.
Seal #
Truss Name
Date
37
STDL07
STD. DETAIL
9/24/19
38
STDL08
STD. DETAIL
9/24/19
39
STDL09
STD. DETAIL
9/24/19
40
STDL10
STD. DETAIL
9/24119
41
STDL11
STD. DETAIL
9/24/19
42
STDL12
STD. DETAIL
9/24/19
43
STDL13
STD. DETAIL
9/24/19
44
STDL14
STD. DETAIL
9124/19
45
STD05
STD. DETAIL
9/24/19
46
STDL16
STD. DETAIL
9124/19
vmw w.,.-�ee�nareis
Page 2 of 2
M
o.m:
D I m 1918
mrzarza+s
Job
Truss
Truss Type
Qty
Ply
WHHS39
A01
Hip '
1
1
A0195752
Job Reference (optional)
A-1 moot I russes, ron rierve, rL d O,lo, designLDje ntuds.Lom ..it; aL m . May to
4.00 12 5.6 =
3x4 =
ivd G 5 c
5x6 =
Dead Load Defl. = 3/8 In
IV y
3x10 s
1.Sx4 II 46 = 3x10 = 3.6 II 316 =
5.8 11 3x8 = 3x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Ilde0
Uld
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.84
Vert(L-)
-0.37 13-14
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.78 13-14
>558
240
BULL 0.0 '
Rep Stress Incr
YES
WB 0.90
Horz(CT)
0.06 11
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 `Except*
T1,T5: 2x4 SP M 30
BOTCHORD 2x4 SP 240OF 2.0E *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except"
W6: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 9-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quids.
REACTIONS.
(lb/size)
2 =
161410-8-0 (min. 0-1-8)
11 =
208210-8-0 (min. 0-1-12)
Max Horz
2 =
132(LC 16)
'Max Uplift
2 =
-696(LC 8)
11 =
-1015(LC 9)
Max Gray
2 =
�-
1614(LC 1)
' 11
2082(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2597/1671, 3-4=2162/1390,
4-5=-2102/1409, 5-6=-2002/1406,
6-7=-1352/829, 7-8>14237792,
8-9=-15161768, 9-10=-11661806
BOTCHORD
2-16=-140012370, 15-16=-1400/2370,
14-15=-1400/2370, 14-25=88711868,
25-26=-887/1868,13-26=887/1868,
12-13=-680/1177, 11-12=680/1177,
10-11=-680/1177
BOTCHORD
2-16=1400/2370, 15-16=-1400/2370,
14-15=1400/2370, 14-25=88711868,
25-26=-88711868, 13-26=-887/1868.
12-13=680/1177, 11-12=-680/1177,
10-11=680/1177
WEBS
5-14=70/385, 9-13=-165512121,
9-11 =-I 873/1777, 3-14=480/474,
6-14=-128/256, 6-13=-747/675
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=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-I- Exteriof(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 696 lb uplift at
joint 2 and 1015 IS uplift at joint 1.1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight 213 Ib FT = 10%
d
to
O
—WARNING— Plaeae thoroughly all the-A.1 ROOF TRUSSES(SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT -form.
Veil gn paremb ens and read hale8 on g is Tan a Oeall orewing (TOD) end the Spedally Engineer refddood sheet before uae. Unless alherwlse soled on Me To., only Alpine
canealoi
ctor plate. shall be used for the Too b bewlid. NeTruee Design Enpineadng(I.e. Spetlally Englnaer).the...I on Only Too repreaen. anaodeponse of Me sold ..1-1 enBln—M.
cad
JenelBgunlap PE6R03
repanslblll, far the el OfIn. .Ingl.Thus. M Mp on Na TODonly, untlerTPl-1. The design assumptions, loedlg wndltlons, suXeblllty and use of Into Tmas for any Bullding to the
WTMO Nss Ehitsseny Cs91615
rreaapeoalblity of The Owner, Me Cwnefs suNorized agent orthe Building Designer. In the.once,def the Be. Me IBC, local building adds and TPI, Theappmvelollhe TODendanyfeld
Y51 al Uses Bled.
aIIM1a Tluaa, lndutling hentlllrp..[drags, InstaAaYon and Urndng oM1ell be We reopanalMHy of tin BUYtling Doslgne end Lommc[w. AIITIN—..utln Ne TDDand MepMaw.nd
Boahe'RN9m
Missouri. MindBisislrp Camadnt Salary Moss -tie. BSCI) published WTPl and SDDAerererew fendfargeW neralguenae. TP41 defines Neresponalbllitlos and curd of Na Truss
Doe: OdQaQM9
Oealgrpr.5pedoly Engineer end Truss ManNatlurer. uNeu aNarwioe dented bye Omaetl spread upon in vliWg Uyell rarlieaimdved. T,e epeUalry Engineerb NOT the
Wad daavnadenypiylnann diMu.MnT-lasmusayar
Copy'IpM030 a.a1fRml'—-Re pad1-9 O.bJ xi lRwfTvwa.
Job
Truss
Truss Type
Qty
Ply
A0195753
WHHS3B
A02
Hip
1
1
Job Reference D Uonal
A-1 Roof Trusses, Fort Pierce, FL 34946. design@a1tmss.com
4.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
5x8 = 5x8 =
Inc. Fit Dec 28 10:25:05 2018
Dead Load per. -5/16 In
3x8 3.4 = 06 = 3x4 = 3x8 = 3.6 = 6x6 = 3.6 =
5x8 II
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.96
Vert(LL)
0.33 15-17
>999
360
TCDL
10.0
Lumber DOL
1.25
SC
0.97
Vert(CT)
-0.56 15-17
>777
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.59
Horz(CT)
0.08 12
n/a
n/a
BCDL
10.0
Code FBC2017rrP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T3: 2x4 SP M 30, T1: 2x4 SP 240OF 2.0E
BOTCHORD 2x4 SP 240OF 2.0E *Except*
B2: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W7: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-14, 8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
161410-6-0 (min. 0-1-8)
12 =
2082/0-M (min.0-1-12)
Max Hom
2 =
144(LC 16)
Max Uplift
2 =
-688(LC 8)
12 =
-1002(LC 9)
Max Grav
2 =
1614(LC 1)
12 =
2082(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2586/1691, 3-4=2465/1626,
4-5=-2410/1636, 5-0=194811335,
6-7=-1422/982, 7-8=-1550/965,
8-9=-10517794, 9-10=-10567714,
10-11=-1259/838
BOTCHORD
2-17=-1431/2346, 16-17=1315/2257,
15-16=1315/2257, 15-26=857I1804,
14-26=-85711804, 13-14=-243/834,
12-13=-243/834,11-12=-722/1278
BOTCHORD
2-17=143112348, 16-17=1315/2257,
15-16=-1315/2257, 1526=857/1804,
14-26=-857/1804, 13-14=-243/834,
12-13=-243/834, 11-12=-722/1278
WEBS
5-17=01283, 5-15=573/568,
6-15=286/561, 6-14=542/457,
8-14=-5111718, 8-12=2088/1835,
10-12= 422/580
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; Cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) a 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 vide 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 688 lb uplift at
joint 2 and 1002 lb uplift at joint 12.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight:2201b FT=10%
1�5
--WARNING-- rumors thoroughly reNewtbe-A-1 ROOF TRUSSES('SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER rBUyEn-) ACKNOWLEDGMENT- form.
veMy re"'. parameters and re ad notes on Is Truss Devon amain, ROD)and me SperJaly Engineer absence sheet befa,e use. Ones• odhe — stated an Me TOO, only Npina
tl nea,plates shall be used for the TDD usbe valid. Asa Trues Desigh Engineering (i.e. Spetialry Engineer), the Beal on any TOO represents an scoaptanca of ble profeaabnal enginsering
bute B punlw PE M09
resppnUblllry In, the Mall. IN me elnOlo Thee deplotad on the TDD only. under TPl1. The design assumptions, batll0 rnndnlone, sultablllN and use of this Truss for any Building Is Me
responsiblliry of Ow OwneL Ne Ownefa euVrotlsed •gent or Ne B WtlinO DesiO^eL In Ne contest of Ne IRC. Ne IBC. but building fade end TPl-L The approval of Ne TDO and ony feM
on. liouw Bplrawaecs9las
4.1...
m 1Ne Tmsa, InWdlrp llendling, etora0e.ln¢tellaYon end baUnO shell be Ne reapsnslNliyof lbe BUAdInO DmlOna end Canuatlec Nlrwtev sat e,rt In Ne TDO and Me O/acticoe end
RFea R9194
BUldellneaMme BulldlnO Component Sefey lnlwmntlon(BSCn PrUllahW by TPl and SBCA om Memrrretllor 0eneral0ultlen®. TPI4 deflnae the reaponsWlldoa enddWanM We Tnrsa
Om:"dotB
OWgrer. Spedely EnOlriear aM Truss MenuleWrer, unless oNerwlm der ed by a Canuad agreed upon In wntinO W all pgrtas invyved. The Sptiolry EnOi^setts NOT Me
BWlpq Dealpnerw Trues System Er,pinewaleny EUIM4q. mp, terms ere ea dellned In lPl-t.
farynlpMOAta MI RatTwea—RepvauaMd Wa fmm, b ptlJW4U Wem, W rnlrten pemJaaen pM1 RMTry
lmmum.In vry arm.
Job
Truss
Truss Type
Cry
Ply
WHHS3B
A03
Hip
1
1
A0195754
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Fill Dec 28 10:25:06 2018 Page 1
ID:igl2?bglZfBDGD09P1)Ladz7_60-nXNaDhYZVzFLOsVy6LuaDt9BconL99rizztsCy4Twh
-2-0-0
2-fi-0 I 3-11 0 15215 20-14-10 4--00 344.4-0115 28-0L11 I 141-0 -0 3
11_ 5.6-14 7-10-0
4.0012 5x6= axis m
Dead Load Dell.=11/161n
12
0
1B - lJ 16 19 ld
4x6 =
suds= 5x10 MT20HS= 3x4 = 3x4 = 3x6 = 44 = 3x6 II 3.6 =
6x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Waft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.98
Vert(LL)
-0.72 17-19
>608
360
TCDL 10.0
Lumber DOL
1.25
BC 0.92
Vert(CT)
-1.44 17-19
>305
.240
BCLL 0.0
Rep Stress Incr
YES
WB 0.78
Horz(CT)
0.06 13
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER-
TbP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP 240OF 2.0E
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except'
W9: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 11-14
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
.,2 =
161410-8-0 (min. 0-1-14)
13 =
2082/0-8-0 (min. 0-2-7)
Max Horz
2 =
156(LC 16)
Max Uplift
�2
=
-678(LC 8)
13 =
-988(LC 9)
Max Grav
2 =
1614(LC 1)
13
2082(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2367/1594, 3-4=-2639/1734,
4-5=-2679/1883, 5-6=-2589/1898,
6-7=-1651/1173, 7-8=-1509/1160,
8-9=-1651/1139, 9-10=-1016/485,
10-11=-1111/470, 11-12=-1200/861
BOTCHORD
2-19=1315/2094, 19-28=-1135/2021,
18-28=-1135/2021, 18-29=-113512021,
17-29=-1135/2021, 16-17�628/1509,
15-16=-234/996,14-15=-234/996,
13-14=-74211223, 12-13=742/1223
BOTCHORD
2-19=131512094, 19-28=1135/2021,
18-28=1135/2021. 18-29=-1135/2021.
17-29=-1135/2021, 16-17=-628/1509,
15-16=-234/996,14-15=-234/996,
13-14=-74211223,12-13=-74211223
WEBS
9-16=-551/633, 9-14=-829/896,
11-14=-153611913, 11-13=-1836/1704,
7-17=-227/467, 6-17=-754715,
6-19=-459/687,4-19=-393/485,
3-19=-304/446,
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
21 Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psi bottom
chord live load nonconcurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 678 lb uplift at
joint 2 and 988 lb uplift at joint 13.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight:2271b FT=10%
^WARNING^ P1.m Nomugfll,mVgu;Ne'A4 ROOF TRUSSESCSELLER').GENERALTERMSend CONDITIONS CUSTOMER rBU`ER')ACNNOWLEDOMENT-form.
Vona, devBn psrameb,s antl read notes m theThese Design Gmw n, (TDO) and the Steel Enpineer rNarence abeel belaha use. Unless aNervhs eteb0 on Ma TOO, only Maine
Corpletes el,ell Ea ueetl(w Ne TOOto be mod. Asa Trvas Daslgn E,pineeMg(Le. 90otialty Ergi,yer),Neeealm any TOD,epresenta en occe0lenm of lnepMeselonel englnee
JUW BUNmpE64�
responsibiliry I., Me dealgn of 0. In,Ih Tense deplctad on Ne TOD only, underTPl-1 The design assumptions. loading wndNons,-roblllb, and use of Nb Tmsa(or any Bugtling is ll,e
lMob PouaeEryMUYq EL91B18
,esponsiblliry of the Center. the OateYe aulborlsed agent er the Building Designer, In the contazt of the lRC. the ISC, local bulldh,g We and TPl-1. Tbo eDDrorol oltne TDD antl eny0eld
45101 use. god.
u.,NOTrusa.Including haMllng. storage, Nstalletbn and bmdng shall be she,esponalafty oftM Building Designer andContreem, Allno[es—teutlnam TODand MepraNwend
RI4ru.nu.
gultlellnesWMe Building Component Salary lnlormatlan 199CBpubllslled by TPl end SBCA ere referenced lo,generel guldence. TPI-itle(ines Na msponalbllWea enddWea of the These,
pM: ssrze2mB
r SDecialry Englnee, end Ttusa Manulecturer, unlees oNetwlae defined by a Centred -greed upon in w,iting hYell aortae lnvdved The 9peuslty Engineer is NOT the
Deslgnor.
dInp
Ea IpMBbt010m M1 ReelTumn.temR nepa0unbn MIMs da.ocu'amon "In any�em,�e pmM1lalbtl wINOW ins x,Imh perrhao an of A I oern _es.
Job
Truss
Truss Type
Qty
Ply
. A0195755
WHHS3B
A04
Hip
1
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com
Run: 8.210 a May 18 2018 Print: 8.210 s May 18
ID:lg127bg IZfBDGD09P1jLadz7,
4.00
slide =
12
10:25:07 2018
Dead Load Defl. = 5/16 I.n
10.
14 a 11
3x10 s 3x4= 4.6 3x8= 3xl0= 3x611 3x8=
5x8 II
Us =
1-10-0
1b0 1251 21-z-0 2&8-10o 36fr0 3s,1nn 44J-0
lio-0 1a]-1 9E-15 sol
nrn
Plate Offsets (X Y)—
r2:0-0-121-6-41 r2:0-3-13 0-1-81
r4:0-3-0
Edcel
r13:0-3-8 0-1-81
LOADING(psf)
SPACING- 2-0-0
- CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.79
Vert(LL)
0.36 14-16
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.72
Vert(CT)
-0.6014-16
>734
240
BCLL 0.0
Rep Stress Incr YES
WB
0.80
Horz(CT)
0.05 11
Bills
n/a
'
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 219 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP 240OF 2.0E *Except*
T3,T4: 2x4 SP M 30
BOTCHORD 2x4 SP 240OF 2.OE *Except•
B3: 2x4 SP M 30
WEBS 2x4 SP No.3'Except"
W7: 2x6 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-5-8 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 5-11-10 oc bracing.
WEBS
1 Row at midpt 5-14, 9-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Iblsize)
2 =
161410-8-0 (min. 0-1-8)
11 =
2082/0-8-0 (min. 0-2-7)
Max Horz
2 =
166(LC 16)
Max Uplift
2 =
-668(LC 8)
11 =
-973(LC 9)
Max Grav
2 =
1614(LC 1)
11 =
2082(LC 1)
FORCES. (Ib)
Max. Comp.Wax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2650/1842, 3-4=-2362/1571,
4-5=-2319/1587, 5-6=-156311151.
6-7=-1559/1144, 7-8=-13561806,
8-9=-1435/784, 9-1 0=-1 2011833
BOTCHORD
2-16=-1568/2415, 15-16=-1160/2033.
15-25=-116012033, 14-25=1160/2033,
13-14=439/1286, 12-13=711/1215,
BOTCHORD
2-16=15682415, 15-16=1160/2033,
15-25=116012033, 14-25=116012033,
13-14=439/1286, 12-13=-711/1215,
11-12=711/1215, 10-11=-711/1215
WEBS
3-16=-275/438, 5-16=-69/477,
5-14=-822/757, 7-13=-5791706,
9-13=-174712106, 9-11=-185611804,
6-14=-339/608
NOTES-
1)-Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; III (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; and vertical left exposed;C-C for members
and forces as 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) a 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 668lb uplift at
joint 2 and 973 lb uplift at joint 11.
LOAD CASE(S)
Standard
r:
—WeRNING— Please ll,omugf,lyreMaw Ne-A-1 ROOFTRUSSES(-SELLER-), GENERALTERMSend CONDITIONS CUSTOMER r-BUYER-)ACNNOWLEDGMENT-lorm.
Vedly design paramelem and read noise m tnls Truss baslgn Draatng (MD)and Na Seesually Engineer re/ere,m.hoot talent sons. Unless oameraIse stated on Me TDD, only Npine
scrandider plates shall ea used for Me TDD to Me ralls.MaT,ussDeslgn Engineering 6—S"cally Engindi the seelon tWTDD representeen e "u"' of Me professional —,.—a,
Jeu1BPn�,PE6t&9
llry b
nosecrodar Me design of Me single Them rally.m udeplcted on Me TDD rally. under Tel-1. The design assumptions, sa tions, loading methane. oultaNlly end e of ails Tma for any any Building to Me
WIW ly. onues"DA Tf.15
resessurbllly of Me Owner. Me Owne's euarmaned agent or Me BYIIOMg Designer. M Me conteN of Me IRO. Me IBC. Ideal building coda and Wt., The eppmvel of Me TOO end any field
M'&ad, B4.
snot Me Tmae. Insuring NandidW,storage. Installation and strong shell be Me responslbplryol Me Building Deslgnerm,d Connector. Nlrwtesseloutin Me TDDand MepreNmsand
RPie,u,R3h9W
guldallnesMMe Building Compolrent ealay lrkshreatlonBSCI) published! WWI and SBCAem reloronmdfo,gemmlguldanw. TPI-0daflnee Mo rosponalWlrlaa and drubs of NO Truss
a.: 09R1/2010
Designer. SpM,M1W Engineer and Tess Manufacturer, unless otherwise darned by a Cmtett agreed upon In writing Wall peruse Involved The Speoelfy EnBinee, is NOT Me
BUINInd Desgner o-Tmm se SysteEnglnmr of any building. NlespltellzedbrmM sareasdnedln TPl-t.
Capyn'pI.s.IsA-1R—I Ira--tommoJmna of M4 dxumeml in any Ior bWaMdted... da—Mrn Ponnlsslon N 11 Rm1Tru
Job
Thom
Truss Type
Qty
WHHSM
A05
Hip
1
�JobReferenw
(optional)
R-i Roof Trusses, Fort Pierce, FL 34946, aesign(ma
4.00 F12
Run: 8.211) s May 18 2018 Pnnb 8.210 s May 18 2018 MiTek Industries, Inc. Fit Dec 28 10:25:07 2018
5x6 = 5.6 =
Dead Load Den. = 518 In
1' 1e 15 14 ..a 12 11
3z8 3x4 = Safi WB= 30= 3x4 = 3x6 = 3.8 = 3z6 11 3x6 =
6x8 II
1-s-a 19-82-1155 1-1 I2331-0-001
36-0180--99 I 366-0 3Od1l-00-0 III
503-1 7 6A
10
TA
d
Plate Offsets (X,Y)—
11:0-0-12,1-5-121 11:0-3-14,0-1-81 f3:0-3-0Edael
112:0-3-8
0-1-81
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Weft
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.83
Vert(LL)
0.69 15-17
>634,
360
MT20
2441190
TCDL 10.0
Lumber DOL '1.25
BC
0.87
Vert(CT)
-1.1915-17
>367
240
BCLL 0.0
Rep Stress Incr YES
WE
0.74
Horz(CT)
0.07 11
We
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 2171b
FT = 10%
LUMBER -
TOP CHORD 2z4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOTCHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W7: 2x6 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 5-5-3 oc bracing.
WEBS
1 Row at midpt 4-15. 9-12
MiTek recommends that Stabilizers and required
crass bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 145210-8-0 (min. 0-1-11)
11 = 2094/0-8-0 (min. 0-2-8)
Max Hom
is.1F 124(LC 16)
Max Uplift
1 =-507(LC 8)
11 =-990(LC 9)
Max Gjav
1 = 1452(LC 1)
11 = 2094(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=2763/1908, 2-3=2563/1751,
3-4=-247711765,4-5=168411184,
5-6=-152611189, 6-7=-1668/1170,
7-8=-1066/537, 8-9=-11651520,
9-10=-1203/861
BOTCHORD
1-17=1640/2527, 16-17=-133712256,
15-16=-1337/2256, 14-15=65411526,
13-14=-256/1045, 12-13=-256/1045,
BOTCHORD
1-1 7=1 64012527, 16-17=1337/2256,
15-16=-133712256, 14-15=-654/1526,
13-14=-25611045,12-13=-25611045,
11-12=-741/1223, 10-11=-741/1223
WEBS
2-17=160/318, 4-17=129/438,
4-15=917/827, 5-15=1711399,
7-14=-530/590, 7-12=-812/888,
9-1 2=-1 57511952, 9-11=-1856/1735
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=5.Opsf; BCDL=S.Dpsf; heel 5ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 pelf bottom
chord live load nonconcurrent with any other live
loads.
5) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 507 lb uplift at
joint 1 and 990 lb uplift at joint 11.
LOAD CASE(S)
Standard
—WARNING— Planes thoroughly ri Me-A-1ROOF TRUSSES -SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT form.
Verify design parameters and reed notes on this Truss Design Drawing (TDO) and Me SpeGelry Engineer reference Shaer before use. Unless Otherwbe a cad on the TDD, only Alpine
reoroloup shell bauaedforthe TDDhobs valld. Pn a Truss Design Engineerng(i.e. SpeGeiry Engineer), the seal on any TDD represents an monotones afthe professional englneedn JaW9pnL®petage
sp sidllryfor the design of Me single Tmv depleted on the Too only, under TPl-01. The design assumptions, leading aondWons, sultablllry, and use of Nis Truss for any Building le the WTole Houm Er,mdng W51615
ra
m of Neat of noonetraddling.senersauthtorage. rboodagon tendhreBuiBuilding Detr th
In e wnbnof Ne IRC. Me IBC. I I building seasonal TPl-1. Theeppronalofthe TDOandanyfeld USt SIWeBIW,
Y gel he ponseeirty oftlre Building Designer endCon4addr. Nl.Me oat o,rt In Me TDD and Me In..— and R.Rame'r-auses
guidelines ofthe Burag Component Safety lrrtamaYan(BSCI) putelshed by TPl and SBCA am referenmd for general guldens. TPIA defines Ne responNbAlges and duties ofthe Truss Dan: ,NRAR01.
cayenne. Bonder, Englrger and Tel Manufacestrer, unless shamins defnml bye Co... egmed upon N.6.9 by ah end. invtivetl. The Spedalty EngineerhaNOT Ne
Gq,yn°tODwrmTPm!a Su w' gld eefanybulWi .. Aloasbad-db Pal,Igra-eC adegnmInTPI-M�IvebnWMtRWTruues.
Job
Truss
Truss Type
Oty
Ply
A0195757
WHH33B
A06
Hip
1
1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design(cDaltruss.com
wun:8.zlus May idzulu Pnnr, D.rlu s May i 8 20i6 Mnex lnausu
4.00 F12 5x8 = 5x8 =
Dead Load Defl. b 5116Inn
3x4 = 48 = 30 = 3z8 = 3x6 = 6.6 = 3.6 =
axe =
6x8 II
a-n. A-R-6
18-6-0 25-10-0
36-6-0 36,1,0-0 44-4-0
to
1-6-0
9-2-fi
a-g-10
7-0-0
10-8-0
04-O 7-&0
Plate Offsets (X Y)--
[1:0-0-12 1-5-121 r1:0-0-2 Edge]
r3:0-3-0
Edgel
[5:0-5-8 0-2-8]
LOADING(psf)
SPACING- 2-0-0
C51.
DEFL.
in (foe)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
• TC
0.95
Vert(LL)
0.29 14-16
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.93
Vert(CT)
-0.58 14-16
>758
240
-
SCLL 0.0 a
Rep Stress liner YES
WB
0.65
Horz(CT)
0.09 11
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matdx-MS
Weight: 2171b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 'Except'
T1: 2x4 SP M 30
BOTCHORD 2x4 SP M 30'Excepl-
B2: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W7: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-13. 7-11
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
145210-8-0 (min.0-1-11)
11 =
2094/0-M (min. 0-2-8)
Max Harz
1 =
112(LC 12)
Max Uplift
1 =
-517(LC 8)
11 =
-1004(LC 9)
Max Grav
1 =
1452(LC 1)
11 =
2094(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2745/1848, 2-3=2594/1775,
3-4=-2573/1786, 4-5=196211361,
5-6=-1446/1011, 6-7=15751996,
7-8=-10441791, 8-9=-1049f708,
9-10=-1262/837
BOTCHORD
1-16=-1590/2512, 15-16=1369/2310,
14-1 5=-1 36912310, 14-25=87811819,
13-25=-87811819, 12-13=267/884,
11-12=-267/884, 10-11=-719/1276
BOTCHORD
1-16=1590/2512, 15-16=1369/2310.
14-15=1369/2310, 14-25=-878/1819,
13-25=-878/1819, 12-13=267/884,
11-12=267/884, 10-11=-719/1276
WEBS
2-16=-128/280, 4-16=105/326,
4-14=625/615, 5-14=317/563,
5-13=-542/464, 7-13=4901691,
7-11=-2125/1869, 9-11 =-440/61 0
NOTES-
1) Unbalanced roof live loads have been Considered
for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope)
and GC EMerior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live
loads.
5) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical Connection (by others) of truss
to bearing plate capable of withstanding 517 lb uplift at
joint 1 and 1004 lb uplift at joint 11.
LOAD CASE(S)
Standard
A
--M'ARNING^ Pleese thoroughly had. Me -A-1 ROOF TRUSSES(SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER CBINER-) ACKNOWLEDGMENT- form.
Verify da9gn farm "'Mare and read note¢ on this Truss Dealgn DITNng nDD) and Pe Spxlely Engineer Ma,ence sheet before use. Unless atbaboundAso ¢bad an Me MD. -11 -a.
n dor plated shall W used forthe MD to be valid. Ae a Tmea Design Engineering (i.e. Spedaly Engineer), the seal on any TDD represents an eamplanm of Ne professional enginaerh JUM BDMM` PE..
maido-VIlyto, the design of Me¢ings, Truss depleted on the Top only, under TPl-1. The design assumptlons, loading condiBans.sulrebllly end use of Nis Truss for any Building Is the ashole..e S,1mrrm astir as
moponsibiliry of Me Dana, me Owner,, authorized egant orthe Building Dealgnel, In the mntM of the IRC. Me IBC. loch brutMingcode and TPl-1. The eppravol of the Too and any geld .1 le BM.
or Ne Trvaa.InGudlrrp haMllrq,ebmge.Indmllatlan and Getlrp shall be Me reaponslbllMr 0 the Butting Designer and Contmtlw. Pllnarmsareutlnthe TDDand Nepandaea and
FLPWu,RAWfi
guldeYneaolthe Building Commeenleaferylnfamalbn SSCI) published by TPland SBCAemmfeemadfafleneral guldens. TPI-lde0nesth-steonslbllitleaa^ddudesotth Trvsa Bm: U4aVeatO
Oasigner.5pe a -Engineer and Tmv Manure ...dln Hass aNervnae tlefned bye Ccnirad ogreed upon in wdb^g by all psdles lmoNed. T,e BpeUalry Englneerls NOT Ne
BWICNp DealgrrerwTrv495yarem EnginBBr oleny Eullding.
Meaplrauxed bane em ea def ed In TPl-t.
CeayrlpMOMta M Rml Trvaw-Repaduc4a,a(aJa dmmnl Inerrybrm, Is pohW W WNwM1tlbwrrren aam¢a+Ynet M1 Rel Tnsrei
Job
Truss
Truss Type
Qty
Ply
A0195758
WHHS313
A07
Hip
1
1
Jab Reference o Donal
A-1 Roof Trusses, Fort Pierce, FL 34946, des1gn@a1tmss.com
4.00 12
Run: 8.210 a May 18 2018 Print: 8.210 s May 18 2018
5x6 = 1.5x4 II 5x6 =
Inc. Fri Dec 28 10:25:09 2018
Dead Load Deft. = 1141n
3x8 =
1.5x4 II 314 = 4x6 = 3xa = 4x6 = 4x4 = 3x6 II 3x6 =
Sx8 II
1-1 W0
id0 &Wi1 11-1 :2 22-2-0 32-5-13 366-0 36.iW0 44J-0
11-6-oH 6-2-11 1 -17 1Q114 1WW13 I 4-0.3 W e M
LOADING(psf)
SPACING-
2-M
CS'.
DEFL.
in (loc)
I/dell
Lid
TCLL
20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.24 13-15
>999
360
TCDL
10.0
Lumber DOL
_
1.25
BC 0.91
Vert(CT)
-0.52 13-15
>839
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.70
Horz(CT)
0.07 10
n/a
n/a
BCDL
10.0
Code FBC2017/rP12014
Matrix -MS
LUMBER-
TbP CHORD 2x4 SP 240OF 2.0E •Except•
T3: 2x4 SP No.2, T1: 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.0E *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 5-11-10 oc bracing.
WEBS
1 Row at midpt 6-11
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS.
(lb/size)
1 =
145210-8-0 (min. 0-1-8)
10 =
209410-8-0 (min. 0-1-12)
Max Hom
�1 ,_
-100(LC 13)
Max Uplift
1 =
-525(LC 8)
10 =
-1017(LC 9)
Max Gjav
1 =
1452(LC 1)
10 =
2094(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-2732/1854, 2-3=-2522/1640,
3-4=-2441/1662, 4-5=-1932/1304,
5-6=-193211304,6-7=833/338,
7-8=-864/313, 8-9=-11361824
BOT CHORD
1-1 6=1 617/2525, 15-16=-161712525.
14-1 5=-1 049/1985. 14-25=-1049/1985,
13-25=-1049/1985, 13-26=457N316,
12-26=-457/1316, 11-12=-457/1316,
BOT CHORD
1-1 6=-1 617/2525, 15-16=-161712525,
14-15=-1049/1985, 14-25=-1049/1985,
13-25=-1049/1985, 13-26=-057/1316, -
12-26=-45711316, 11-12=-457/1316,
10-11=69911151, 9-10=-699/1151
WEBS
2-15=-258/456,4-15=-297/552,
5-13=358/340, 6-13=-581/893,
6-11=-I01011046, 8-11=-I120/1634,
8-10=1925/1682
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; rill60mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcumenl with any other Jive
loads.
5) a 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 =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate Capable of withstanding 525 lb uplift at
joint 1 and 1017 It, uplift at joint 10.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 2121b FT = 10%
--WARNING^ Pleaov Please NorBbH ripsaw
Naw Ne-A-1 ROOF TRUSSE-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-)ACKNOWLEDGMENT' (arm.
Willy design paremela,a and read norea as MIa Tryss Bill Drai (ADD) and Me Spetlelry EnBlnaar rafaRnCe ..at betas, that. this. MheM99 sbbd on Ne TDD;.,Alpine
n clor pities el,ell be uved folNe TDObbe Valid. An a TNea Deelgn Engineering (Le. Specialty Engineer), me seal on any TDD represents en acceplanea of Ns, professional dimmest
JWBeaJy,FEeal
ego SM1lVNr iba decal& the tingle Truss deplcled on Me 700 only, under TPId. The design assumptions,leading=ntllgens,sueabllllyendueeof Nls Trvss for any Building Is the
Wmb Xwme"InesMg Os..'s
rewpanslblllyoftbe Osnar, Me dmel—prom al agontollhe Sulliing Designer, In Me oppose of Ne IRC, Me ISO. I I building seasonal TPl-1. Theappmvalof Pa TDDandenyeeld
KSISttupeb .
f Na Tmss.4MudiWheMlin,slomW' hospital MissingandMissing shall be Me respsa16111ry Ntlw Building Dsslgnerand DonbatlaroMMN r. Af[eatele TODandpapreNmsand
RPmKR.MSIB
guldellnes of Me Building Componem Emery IMmmation(BSCBpuNlshed WTPl and SBCAMe refinanced! forganemlguldance. TP4l defines the mponslNllllee and duties Wtlw Trues
has Missing
Daslg^eo Spatlelry Engmeel and Tessa MenWactureq unbas olneMse dolled by a comment agreed upon In x ting M all ponies Involved. The SpesJaly Engineer Is NOT the
Bu1WIng Oedgnar olTrvaa System Engineer of any bullJing. Nl sepltellzed bane are ac formal In TPld.
4gyrlWtO'AIBM PmfTwsee-RePMucWnel Wetmm,entlnaMlam.is proughad Wawl W x+lva, MrMselen.Ml Rmr Tusem.
Job
Truss
Truss Type
Oty, Ply
A0195759
WHHS313
A08
Hip
1 1
Job Reference o Bonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s Mav 18 20l8 Pdnt: 8.2l O s May 18 2018 MiTek
Dead Load Del = 114119
5x8 = 1.5x4 II 5x8 =
Us = 1.5x4 II side = 3x10 = 3x8 = ° 3x6 =
5x8 II
3x4 =
3x6 =
3x10
1-10-0 M�'0
1$d ad-10 14-fi-0 22.80 29-IV 3 2.0 36.3$ L 42.1
11soH sa-10 sss Tao I Tao s-4-o o-a s5 z-105
non 1a0
Plate Offsets KY)-
r1•0-0-12 1-6-41 rl:0-0-10 Edee1
f3:0-5-8
0-2-81
[5.0-5-8 0-2-8]
(7.0-0-4 Edee1 17:0-1-14 0-0-21
19:0-3-8 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL,
in (Ioc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(L-)
0.28 13-14
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-0.45 13-14
>975
240
,
BCLL 0.0 a
Rep Stress Incr YES
WB
0.72
Horz(CT)
0.07 8
We
We
BCDL 10.0
Code FBC2017ITP12014
Matdx-MS
Weight: 216Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T2: 2x4 SP No.2
BOTCHORD 2x4 SP 240OF 2.0E `Except'
B2: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W5: 2x6 SP No.2
WEDGE
Left: 2x6 SP No.2,
Right: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 5-0-13 oc bracing.
WEBS
1 Row at midpt
3-11, 5-11, 6-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 6-8-0 except (jt=length)
1=041-0, 8=0-3-8, 8=0-3-8.
(lb) - Max Horz
1= 88(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-526(LC 8), 7=-125(LC 13),
8=650(LC 9)
Max Gram
All reactions 250lb or less at joint(s)
7, 7 except 1=1460(LC 1), 8=1975(LC 1),
8=1975(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-2747/1956, 2-3=2386/1740,
3-4=-2251/1745, 4-5=225111745,
5-6>1383/1048, 6-7=-266/660
BOTCHORD
1-14=-1698/2527, 13-14=1698/2527,
12-13=134B/2232, 11-12=-134812232,
10-11=664/1226, 9-10=-664/1226,
BOTCHORD
1-14=-1698/2527,13-14=1698/2627,
12-13=-134812232, 11-12=-1348/2232,
10-11=6641M6, 9-10=-664/1226,
8-9=-5961362, 7-8=-596/362
WEBS
2-13=3431384. 3-13=1081414,
4-11=-525/538, 5-11=-831/1269,
5-9=-598/518, 6-9=1127/1894,
6-8=-1768/1340
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=5.Opsf; BCDL=5.OpsF h=15ft;
Cat. II; Exp C; End., 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=160 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M Vida will fit between the
bottom chord and any other members.
6)Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 526 lb uplift at
joint 1, 125 lb uplift at joint 7, 650 lb uplift at joint 8 and
125 lb uplift at joint 7.
LOAD CASE(S)
Standard
—WARNING-- Modest MorouBM1b sholaor Me -A-1 ROOF TRUSSES(SELLER-),GENERAL TERMS and CONDITIONS CUSTOMER(-BWER-) ACIPIOWLEDGMENT' form.
Verify design parameters and mad notes on MIS TN6a Design creating 9130) and Me Specialty Engineer reference heart andere, sea. 6Nleea oNervAve Mled on Me TDD, onry Alpina
ectw p rues Mdl de used for the Too b be vend. Ah a Tmea Design Engineering (I.e. Spoclely E Traoj, Me enal m arty TOD represenat an a®plan of Me Wefeubnel °npL,mrl lonsM vlsp PE Wens
mspmsl At,ffartle design of Me eingle Tmse de°Ietedon the TDO mly...or WI-1. TM dedgn eawmari bedipmr,dNoro.s b11y1V7of saa Trues M arty Madirght V,e Y.hYlYuw earwrp CI.91615
re�porulMXy Mf n' ,aver, TV Ovmela euNplmCepant orVw Battle, Designer. Inlhs conbrtof Me ISI 180. 1.1 basin, cede end TP4l. Theepprorotd MO MD and any Said N515YWdsfM0.
of the Tnt . Intludhg handling. eb,ago. Israelite on and bmdrg el,¢Y be the meponsiblllty of Me Building Cwlane d Conoassi All notes on CIA In Me MD and Pe gadiwa and Fl. Fwtt.FLApie
aumelurea& Meeuuabp Cemponam saroy lM°mieton(MCI) Warshed WTPlena re E=Aaaddrencoashoameral Wd.- TPI-t deMea Ne reapanaleluun ana d°uea of ue Trvss Derr. aeR 1.
BU IT yDetl Tvu Syebm Engineer otenaY ���ICInO AD capXellred brnn amyes da MTP uponMwMrg by ell psNae im4yed. The SpedeM Eagna°r 1a NOT Me
CopydpMO]ni8 M1 PoolTww-RepmeutllmN We deans,,. YwYhvm, Ypd,01,aJ rNNw[Nev.+lden pwnuaebn dMt Roof Trvreee,
Job
Truss
Truss Type
Oty
Ply
WHHS38
A09
Hip
1
1
A0195760
Job Reference o tional
A-1 Roof Tresses, Fort Pierce, FL 34946, design@altruss.com
5x6 =
4.o0 Fi2
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
3x4 =
46 — 3x4 = Sx6 =
Inc. Fri Dec 28 10:25:10 2018
Dead Load Defl. = 3/8 in
F
12 11 10 9 a
4.6 = 3x4 5x10 MT20H5= 3x4 = 5.10 MT20HS= 3114 = 46 =
SxlO MT20HS II
5x10 MT20HSI I
0d 44IA
1.6-0H 12E-0 i 22-2-0 31-10d I C2fi-0 42m1pd
11. 0 10-ad &&0 9-&0 10- 0 0 0
Odd 16
Plate Offsets (X,Y)—
(1:0-0-4,1-7-01.11:0-2-4,0-0-01.(4:0-3-0,Edgel,(7:0-2-4,0-0-01,(7:0-0-4,1-7-01
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.82
Vert(LL)
0.40
10
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.72
Vert(CT)
-0.74
8-10
>706
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.35
Horz(CT)
0.19
7
nla
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 210 Ib
FT = 10%
LUMBER-
TbP CHORD 2x6 SP No.2 *Except*
T2,T3: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2,
Right: 2x6 SID No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-6-4 oC bracing.
WEBS
1 Row at midpt 3-12, 5-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
-1 = 173610-8-0 (min. 0-2-1)
7 = 1736/0-8-0 (min. 0-2-1)
Max Horz
1 = 75(LC 12)
Max Uplift
1 =-616(LC 8)
7 =-616(LC 9)
Max Grav
1 = 1736(LC 1)
7 = 1736(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-3522/2394, 2-3=324912369,
3-4=4065/2866, 4-5=-4065/2866,
5-6=-3249/2359, 6-7=3522/2384
BOTCHORD
1-12=2038/3225, 11-12=-2582/3994,
10-11=-2582/3994,9-10=-2582/3994,
8-9=-2582/3994, 7-8=-2038/3225
WEBS
2-12=-266/735, 3-12=-1038/640,
5-8=-1038/640, 6-8=266/735
WEBS
2-12=-266/735, 3-12=-10381640,
5-8=-1038/W, 6-8=-266f735
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C;Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; Cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psi bottom
chard 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 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical Connection (by others) of truss
to bearing plate Capable of withstanding 616 lb uplift at
joint 1 and 616111 uplift at joint 7.
LOAD CASE(S)
Standard
'-WARNING" Pleshm Mordugh1,mv1wNe'A-1 ROOF TRUSSES(SELLER'). GENERAL TERMSand CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
Veriy, design dimensions and mad notes an this Trues; Douse Oravang ITDD) and Me Spotlit, Engineer reference Sheet before Mae. Unless oU¢rWse stein an Me MO. only Mpine
somenstor plates shall W used for the Too to be valid. AS a Truss Design Englnee,ring (i.e. Spec ally Engineer), the seal an any Too represents an a numbance &Me professional enpineerin
Jarwl Bgmlap PE 6EPoi
resC,nslNlly tor Me design of Ne sing Is Tusa depched an the To only. uads r TP1.1. no deals assumpllons. bad) gcondNons. sullaNlits and use of Nle Truss for any Bull ding is Na
Wmb Xouv Enstre"m G 31 Il5
raz�r9tigy oPNO Ownet Ne Ovmefa ouNom"ved egenl or the DullWng Dssig^eLl^Ne mntetl el Ne IRC. NeIBC,kmlbWbing wde end TPl-1. Theepprwalol Ne TODandanygeld
u51511w &d
sa of the Tmee, ladaling handling, Storage. Inatallation and bmcing shall be Me rasponslbllly of Building Deslgno and Commum, A imteaeetoalnbaMDandthepma lmsand
guldellnes of Me Building Component Safety Information(BSCR published! by TPl and SBCA are efforenmtl for general gallants. TPIA defines Na responsloultles and outlets of Truss
Rrare. RN9W
Bru mi'mtB
Owigr,p, Spegaty Englmar arM Tnse Manufacturer, unbar atnarwlsa dehned by a Can4atl agreed upon b widn0ln all paNea involved. The SpeaWlty Englnaerla NOT Ne
l^menlA.Inn l�.
IpyApRt04018 mRe^poduNm
Ca A.1 Roof Truuete of.. ru Iforniedusmart sIo d....finMe n pennlasbn alMl Raul Trvwe.
Job
Truss
Truss Type
Qty
Ply
A0195761
WHHS3B
A10
Hip
1
1
Job Reference (optional)
A-1 Rect Trusses, Yon Hleme, FL 3494b. deslgn((Daluuss.DOm
b
4.00
5x8 =
12
7
KUn: 8.21US May I ZVIb vrim:C.zl U S May 10 ZUl tl MI l eK lncusmes, inc. Yn Dec zO 1 U20a 1 zu I
1.Sx411 5.6 Wa= 3xl0=
3 a 5
5x6 =
e
Dead Load Dail.' 7/16 Ig
13 12 11 10 9 8
416 = 1.5x4 II 4x6 = 418 = 1.5x4 II 4x4 = 46 =
7x10 II 5x10 MT20H8= 7x10 II
rIIIQe
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.79
Ver
0.53 10-11
>978
360
TCDL
10.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.88 10-11
>590
240
BCLL
0.0 a
Rep Stress Ina
YES
WB 0.65
Horz(CT)
0.21 7
111
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matri%-MS
LUMBER -
TOP CHORD 2x6 SP No.2 *Except*
T2: 2x4 SP 240OF 2.OE, T3: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2,
Right: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-2-0 oc bracing.
WEBS
1 Row at midpt
2-11, 5-11, 5-8
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
1736/043-0 (min. 0-2-1)
7 =
1736/0-8-0 (min. 0-2-1)
Max Horz
1 =
62(LC 16)
Max Uplift
1 =
-623(LC 8)
7 =
-623(LC 9)
Max Grav
1 =
1736(LC 1)
7 =
1736(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-3611/2443, 2-3=476313337,
3-4=-4763/3337, 4-5=4763/3337,
5-6=-3353/2402, 6-7=-3613/2443
BOTCHORD
1-13=-2119/3319, 12-13=2115/3324,
11-12= 2115/3324, 10-11=-3068/4762,
9-10=-3068/4762, 8-9=-3068/4762,
7-8=-2119/3321
BOTCHORD
1-13=-211913319, 12-13=-2115/3324,
11-12=-2115/3324, 10-11=-3068/4762,
9-10=306814762, 8-9=-3068/4762,
7-8=-2119/3321
WEBS
2-13=0/288, 2-11 =1 044/1705.
3-11=-502/505, 5-10=0/31,1,
5-8=-1673/1029, 6-8=3431806
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; Tel5ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; Cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL='1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4)All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) "This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate Capable of withstanding 623 lb uplift at
joint 1 and 623 lb uplift at joint 7.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight.214lb FT=10%
'flAlARNMIMe-lamse leROOF TRUSSESD("SELLER"),GENERAL: TERMS and CONDITIONS CUSTOMER ('BUYER-)ACKNOWLEDGMENT'(—
gM1hlya ha
VeMy, pfsmelPlea ntlhorouroad rule use. Unless an C1eTD�
Spelt,nal Ineer reference shast
EnBlaeerin �nm
neMrplatesaellbeusetlfertneTDDtobeveliG. An eTuas Desig Eraineen, tM seal onsll
(le a,y TDD,epra—llalM1 necemp aaelonalenelneeh
JmIBDwLaPE �W
responstle,,of-OreslenM Oene is Trum Oeplctgent rth TDDonIgDntlerTPl-0. Thetlesl0n asaumptlone IBC. pmntlNana,wltabllly entlumafrub Tmesfpre MDandan Ne
remepee�NI eftM Own nelaeue,mlzsOeionan Ne Building OmgeGNNamNy rue IBC. uiltll,p mEe and tM eMeny
elDand
Wmblbuse EnpNreMp G91815
a&A.
1-ndli ofthNeIRC,
and be rue M note s In Me
w.Mnotes!hemlln NaTpDeMNMes&ceentl
INtMenneier Me and
1Ne Imes, IntluNnpbeGlr-ml
RF—.
RPww.R31B,e
Seage,Iasy forneeon pngshall
and eac1Ny genera guidance. TPL1l. neSbyaIWEn,1lltleseN00WesINNe Trvea
Dolelly rheNyM1ed byonn TPlantl SBCAerere(eupon
Oda: M/1<@e1B
Brien,
Ennpeamponenle near and Tales Manufachere unless nminerelgul hoe.
by a GOetlM tract F14.upx,NwnW9bYall paNes lnwlvep. TI,e SpeWlly EnBlneerb NOT Ne
BEn
D e,eSoodeflw TrvsleS :ra Enpiner of enybulcift.I allmpleaezeeammae..he
Gpy,IpRt03018 M1Rco/Trveam-RapmeunbnofN,a ecrvmonV In eM rom,.la aror,blW war -A Na w„non oe,mlasbn or Ml Roar T Boa.
Job
Truss
Truss Type
Oty
Ply
WHHS31i
A11
Hip
1
1
A0195762
Job Reference (optional)
A-1 Ford IMSSea, Fort Plerm, FL 34946. desIgnC6a1truss.Com
5x10 MT20HS=
4.00 F12
2
Run: 8.210 s May 18 2018 Pnnt: 8.210 S May 18
1.5x4 II
3x4 = 5x10 MT20HS= 3x4 =
3 4 a
500 MT20HS=
xl
10:25:12 2018
Dead Load Deft. = 518 In
15 1413 12 11 10 9
4x6 = 1.5x4 II 500 MT20HS= 3x8 - 500 MT20HS= 1.5x4 II 4.6 =
7x10 11 4.8 = 4.8 = 7x10 II
1-10-0 44J-0
1-ae 9-a0 15t 22-2-0 2e-11-2 35-1" 42$e 42,10-0
'1SOH fi8-0 61P14 &42 i 6&2 I 610-14 1 68-0
Plate Offsets (X Y)—
[1:0-2-4 0-0-0] 12:0-7-4 0-2-8]
15:0-5-O,Edgel,
17:0-7-4,0-2-81,18:0-2-4,0-0-01.
110:0-3-8,0-2-01, f14:0-3-8,0-2-01
LOADING (Pat)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.92
Vert(LL)
0.79
12
>657
360
MT20
244/190
TCDL '10.0
Lumber DOL 1.25
BC
0.81
Vert(CT)
-1.24
12
>419
240
MT20HS
187/143
bCLL 0.0 '
Rep Stress Incr YES
WB
0.88
Horz(CT)
0.21
8
n/a
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weighl:2151b
FT=10%
LUMBER -
TOP CHORD 2x6 SP No.2 *Except'
T2,T3: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No2,
Right: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 3-10-13 oc bracing.
WEBS
1 Row at midpt 7-10, 2-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
_1 =
173610-8-0 (min. 0-2-1)
8 =
1736/0-8-0 (min. 0-2-1)
Max Horz
1 =
-50(LC 17)
Max Uplift
se1 =
-629(LC 8)
8 =
-629(LC 9)
Max Gray
1 =
1736(LC 1)
8 ,=
1736(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forms 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-3638/2451, 2-3=-5408/3719,
3-0=-6007/4110, 4-5=-6007/4110,
5-6=-6007/4110, 6-7=5408/3719,
7-8=-3638/2451
BOTCHORD
1-15=2146/3347, 14-15=2142/3351,
13-14=-3502/5408,12-13=-3502/5408,
11-12=3502/5408, 10-11=3502/5408,
9-10=2142/3351, 8-9=-2146/3347
WEBS
7-10=-147312306, 2-14=-14732306,
WEBS
7-10=-1473/2306, 2-14=-1473/2306,
6-10=729/627, 3-14=729/627,
6-12=424f705, 3-12=4241105,
4-12=-383/403
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=5.Opsf; BCDL=5.Dpsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
'Indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) a 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 629 lb uplift at
joint 1 and 6291b uplift at joint 8.
LOAD CASE(S)
Standard
-WARNING— Please NomuBbN reNew Me -A-1 ROOF TRUSSES(SELLER"). GENERAL TERMS and CONDMONS CUSTOMER[Bl2YER-) ACNNONIEDGMENT-rom,.
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Job
Truss
Truss Type
Oty
Ply
WHHS3B
Al2
Hip Girder
1
A01957632
�Job!Raference(optlonal)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aimrss.00m
5x
O
Run: 8.210 s Mav 18 2018 Print: 8.210 s Mav 18 2018 MiTek
Inc. Fri Dec 28 10:25:15 2018
Dead Load Deb z: 31412
17 39 40 41 76 15 42 14 43 44 45 13 46 12 11 47 48 10 49
5x10 11 2x4 It 06 = 7x8 WB= 4.8 = 4x4 = 7x8 WB= 46 = 2x4 II 5x10 II
1-100
LOADING(psf)
SPACING-
2-M
CSI.
OEFL.
in (Inc)
Udell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC
0.88
Vart(LL)
1.04 13-14
>511
360
TCDL
10.0
Lumber DOL
1.25
BC
0.53
Vert(CT)
-1.45 13-14
>367
240
BCLL
0.0
Rep Stress lncr
NO
WB
0.64
Horz(CT)
0.12 9
n/a
n/a
BCDL
10.0
Code FBC2017ITP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T2,T3: 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except*
W2: 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2,
Right: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-6-10 oc
purling.
BOT CHORD
Rigid ceiling directly applied or 9-3-8 cc bracing.
REACTIONS. (lb/size)
1 =
273510-8-0 (min. 0-1-8)
9 =
2735/0-8-0 (min. 0-1-8)
Max Horz
1 =
-39(LC 9)
Max Uplift
1 =
-1275(LC 4)
9 =
-1275(LC 5)
Max Grav
1 =
2735(LC 1)
9 =
2735(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-536W586, 2-26=-10319/4918,
26-27=10319/4918, 27-28=10319/4918,
3-28=10319/4918, 3-29=12604/5971,
29-30=12604/5971, 4-30=-12604/5971,
4-31=-12604/5971, 31-32=-12604/5971,
5-32=-12604/5971, 5-33=-12604/5971,
6-33=12604/5971, 6-34=12705/6020,
34-35=12705/6020, 7-35=-12705/6020,
7-36=-10296/4906,36-37=-10296/4906,
37-38=10296/4906, 8-38=-10296/4906,
8-9=-5374/2587
BOTCHORD
1-17=2385/5027, 17-39=2364/4996,
39-40=-2364/4996, 40-41=-2364/4996,
Continued on page 2
BOT CHORD
1-17=2385/5027, 17-39=236414996,
39AO=-236414996, 40.41=2364/4996,
16-41=-2364/4996, 15-16=-0838/10319,
15-42=-4838/10319, 14-02=-4838/10319,
1443=-5934/12705, 43-44=5934/12705,
44-45=-5934/12705, 13-45=5934/12705,
13-46=4809/10296, 12-46=4809/10296,
11-12=-4809/10296, 11-07=2338/5001,
47-48=-2338/5001, 48-49=-2338/5001,
10-49=-2338/5001, 9-10=-2359/5031
WEBS
2-17=451/314, 2-16=2628/5638,
3-16=-1412/802, 3-14=-112512426,
4-14=-569/408, 6-13=-558/403,
7-13=-118912557, 7-11=-1445/819,
8-11=-2614/5608, 8-10=-442/309
NOTES-
1) 2-ply truss to be connected together with IOd
(0.131•x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-7-0
cc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 cc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the
LOAD CASE(S) section. Ply to ply connections have
been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
3) Unbalanced roof live loads have been Considered
for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water
pending.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
PLATES
MT20
GRIP
2441190
Weight: 483 Ib FT = 10
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1275lb uplift
at joint 1 and 12751b uplift at joint 9.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 101
lb down and 138 lb up at 6-6-0, 70 lb down and 98 lb
up at 7-0-12, 68 lb down and 98 lb up at 9-0-12, 68 Ib
down and 98 Ib up at 11-0-12, 68 Ib down and 98 Ib
up at 13-0-12, 68 Ib down and 98 Ib up at 15-0-12. 68
lb dawn and 98 lb up at 17-0-12, 68 lb down and 98 lb
up at 19-0-12, 68 lb down and 98 lb up at 21-0-12, 68
Ile down and 98 Ib up at 22-2-0, 68 lb down and 98 Ib
up at 23-3-4, 681b down and 98 lb up at 25-3-4, 68 Ile
down and 98 lb up at 27-3-4, 68 lb down and 98 lb up
at 29-3-0, 68 Ib down and 98 lb up at 31-3-4, 68 lb
down and 98 lb up at 33-3-4, 68 lb down and 98 Ile W
at 35-3-4, and 70 lb down and 98 lb up at 37-3-4, and
101 lb down and 138 lb up at 37-10-0 on top chord,
and 46 lb down and 48 lb up at 6-6-0, 44 lb down and
21 lb up at 7-0-12, 44 lb down and 21 lb up at 9-0-12,
44 lb down and 21 lb up at 11-0-12, 441b down and.*
21 Ile up at 13-0-12, 44 lb down and 21 lb up at
15-0-12. 44 lb down and 21 Ib up at 17-0-12, 44 lb
dawn and 21 lb up at 19-0-12, 44 lb down and 21 lb
up at 21-0-12, 44 lb down and 21 lb up at 222-0, 44
Ib down and 21 lb up at 23-3-4, 44 lb down and 21 Ib
up at 25-3-4. 44 Ib down and 21 lb up at 27-3-4, 44 lb
down and 21 lb up at 29-3-4, 44 lb down and 21 lb up
at 31-3-4. 44 lb down and 21 Ib up at 33-3-4, 44 Ib
down and 21 lb up at 35-3-4, and 44 lb down and 21
Ib up at 37-34, and 46 Ib down and 48 lb up at
37-10-0 on bottom chord. The design/selection of
such Connection device(s) is the responsibility of
others.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-60, 2-8=-00, 8-9=-00, 1-9=20
Oensinnem aAlin
MwpaeenneenmentiiaDROOF iojndsDEnrrheemNaUanrMTeonmMaper
essignDrustrg(roaMe
vfd on this Truss pe¢le� nngamig- sheet before nlow nwased e D rlly
M9.1 plaad Abell be we far lha Too to bewild.As a Truss Donlan .nglnee.ngge. Seadely Enere6r).Me sada on any Me nlpmssnts an years.- of We professional anginsame
JAW BDarla PE Mom
huMardldlM farrue design & Me single Truss depleted an Me MD only, under TPl-1. The design assumpuom, leadlgmnditions, sullabfly and use of Mla I- far any Bending la lire
. House Eryhzamp GA 91sl5
resWwlndiy of Me Chahar. rue caner. eathodsstl eg t or Me Bullding Designer. In Me coned of Me IRC. Me MC lose! building adds and TPl-1. The approval of Me Me and eM Min!
arm Inn.Trues. belaur, healing. stamge. Maclellan dbredrlp Mell be Mo m¢ponNtlfyol Me Bundlnp Designer end Cono-aMr. Wlmleseeloutln Me TDDand Mepmdllsnsand
LLa In Use Sea.
RRand"Ma a.
guidelines MMa Duichig ComponentEefery lnfmmblon(BBCn published by TPl and SBCA are referenwd for general guidance. TPI-ldOnes MemsponsiblllWa MddWasaf Me Tuw
pds: MuNill
Designs. Swtlaly Englwer and Thus Manufacamr, unless oNervnss defend by a Cmued agreed upon In writing byall parries Imdvad. The Speclaly ErMmutla NOT Ma
DullEing DNMnaror Tuaeeyetem Engineer of any building. All wpllallzed bans are ae donned In TPl-1.
C� rlpMOltlfa Ml RMTnnees-Papvl,eW,b Wa Eruumrt N nglmm.4pMIYW +11MIpawlaen pumisebr, o/Mt Rpy Tnufea.
Job
Truss
Truss Type
OtY Ply
WHHS3B
Al2
Hip Girder
1
2
Jab Reference o sonal A�57]63
A-1 Hour Trusses, Fort Pierce, FL 34946, design@aihuss.com Run: 8.210 s May 18 2018 Print 8.210 Is May 18 2018 MiTek Industries, Inc. Fri Dec 28 10:25:15 2018 Page 2
ID:ig127bglZfBDGD09P1jladz7_6D-OGO_6mfDNkO4?Ehg7kYh4m1110ysbGaAMSFrgAy4TwY
LOAD CASE(S)
Standard
Concentrated Loads
Vert 2=72(F) 8=72
32=61
37=-61
"WARNING" Pbase MamugMyreNeu Ne'A-1 ROOF TRUSSESCSELL W%GFlJERALTERMS and CONDMONSCUSTOMERCBU 'IAC.OW GMENT'rorm.
an etls p18b9dealo �6meters and food areas on VaTs Team, Dealga Don,in, 11B0 Ce usaOlar Me TOObbeve40. Me Truss Dasslgn EnlglaeeNp(Iand Me Poen�Bpetlaly Elgl,byrileer). Me aeelmaMTDDrepeamb en eeceplarca MMe qaf Meet Were Mar. Maine; a9uan�lza inalool on Me nmw 91n
.IueIBOmIy PE6ffi'3
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Job
Truss
Truss Type
Qty
Ply
WHHS38
1301
Monopitch
3
A0195764
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print 8.210 a May 18 2018 MiTak Industries, Inc. Fri Dec 28 10:25:16 2018 Page 1
ID:ig 12?bgIZfBDGD09P1jLadz7_6Q-US_MJ6gr81 WxdOGthS3wd_ayfgAlKn9Jb6?PCdy4TwX
' 1-7-7-16-2-0
1-1-0I 6
8-7-0 I
4.00 12
7-0 3x6 = 7-10-15
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
VdeO
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
OA5
12
>430
360
TCDL 10.0
Lumber DOL
1.25
BC 1.00
Vert(CT)
-0.61
12
>313
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.36
Horz(CT)
0.59
11
nla
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T1: 2x6 SP 240OF 2.0E
BOT CHORD 2x6 SP No.2 *Except*
61: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W4: 2x6 SP No.2
OTHERS 2x6 SP 240OF 2.0E
LBR SCAB 1-5 2x6 SP 240OF 2.0E one side
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or3-1-0 cc
puffins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 1-4-12 cc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS. (lb/size)
1 =
6351041-0 (min. 0-1-8)
11 =
63810-8-0 (min. 0-1-8)
Max Horz
1 =
236(LC 8)
Max Uplift
1 =
-95(LC 8)
11 =
-172(LC 8)
Max Grav
1 =
635(LC 1)
11 =
638(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=1033/525, 2-19=-445/42,
3-19=-415/45,4-20=1800/1021,
4-5=1388/694, 5-21=1409l723,
6-21=1369/752, 8-11=-6381418
BOT CHORD
1-10=8131930, 4-9=-857/1397,
8-9=857/1397, 3-10=589/709
WEBS
6-9=308/6D4, 6-8=15431941.
WEBS
6-9=-308/604, 6-8=-1543/941,
2-10=1035/940
NOTES-
1) Attached 12-" scab 1 to 5, front face(s) 2x6 SP
240OF 2.0E with 2 row(s) of 10d (0.131 "x3") nails
spaced 9" o.c.except : starting at 3-4-11 from end at
joint 5, nail 2 row(s) at 4° o.c. for 4-0-9; starting at
1-1-1 from end at joint 5, nail 2 row(s) at 7' o.c. for
2-0-0.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; and vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 150.0Ib AC unit load placed on the top chord,
11-0-0 from left end, supported at two points, 2-6-0
apart.
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)11 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 95 lb uplift at
joint 1 and 172 lb uplift at joint 11.
LOAD CASE(S)
Standard
4x6 =
PLATES
MT20
Dead Load Den." 5/161p
GRIP
2441190
Weight:119Ib FT=10%
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Job
Truss
Truss Type
Ory Ply
A0195765
WHHS3B
B02
Half Hip
1 1
�JobReference(opfional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@alhuss.com
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. Fri Dec 28 10:25:16 2018
44 = 1.5x4 II
Dead Load Der. = 1/161n
3x8 11 3x4 = 4x6 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(foe)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.57
Vert(LL)
-0.07
5-6
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC
0.48
Vert(CT)
-0.14
5-6
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB
0.75
Horz(CT)
0.01
5
n/a
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 81 It, FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2
BRACING-
TOPCHORD
Structural woad sheathing directly applied or 5-8-12 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-8-11 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 =
70710-M (min. 0-1-8)
5 =
575/0-M (min. 0-1-8)
Max Horz
_1 =
239(LC 8)
Max Uplift
1 =
-219(LC 8)
5 =
-251(LC 8)
Max Grav
'1 .=
707(LC 1)
5 =
575(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-882/502, 2-3=876/693
BOT CHORD
1-6=-70a/773
WEBS
2-6=-394/546, 3-6=7371818,
3-5=523/541
U-111*E
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=15ft;
Cat. II; Exp C; 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) Provide adequate drainage to prevent water
pone ing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) a 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) 5 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 219 to uplift at
joint 1 and 251 lb uplift at joint 5.
LOADCASE(S)
Standard
^WARNING-- Plaaaa Manoughly res the-A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMSand CONDITIONS CUSTOMER( -BUYER -)ACM wLEDGMENT-fmm.
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Tnussa
Job
Truss
Truss Type
Qty
Ply
WHHS3B
B03
Half Hip
1
1
A0195766
Job Reference (optional)
n-, nwl uua�w, rN1 r,clw, r� .ra eslyul,u uuaa.wm
KUn: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries. Inc. Fri Dec 28 10:25:17 2018 Page 1
4x4 =
3
3z4 =
4 Dead Load DeR. = 1/4 LT
3x811 318= 3x4=
LOADING(psf)
SPACING-
2-"
Cat.
DEFL.
in
(too)
Vdefl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
-0.24
6-11
>794
360
TCDL 10.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-OA9
6-11
>395
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.24
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-10-6 0o
purins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
707/0-8-0 (min. 0-1-8)
5 =
575/043-0 (min. 0-1-8)
Max Horz
1 =
206(LC 12)
Max Uplift
1 =
-230(LC 8)
5 =
-241(LC 8)
Max Grav
1 =
707(LC 1)
5 =
575(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-860/594, 2-3=-4691265,
3-0=-393/288, 4-5=586/454
BOTCHORD
1$=748/764
WEBS
2-6=432/533, 4-6=446/623
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL-1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 pal 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-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 5 Considers parallel to grain value
using ANSlfTPI 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 230 lb uplift at
joint 1 and 241 IS uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 79 lb FT=10%
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Job
Truss
Truss Type
Oy
Ply
WHHS3B
B04
Half Hip
1
1
A0195767
Job Reference (optional)
m-I ToDDI I losses, roe rlerce, rL sa O, DeslgnLa iwss.com
Kun:a.zTus May Tazura rnnumziu a mayor zuia vinex mausvles, Inc. rnueczaiu2o:'Irzuio
4x4 =
3
4x4 =
Dead Load Defl. =1/16 In
4
3x8 II 4x6 = 3x4 =
LOADING(psf)
SPACING-
2-M
CSL
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.10
6-11
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
-0.20
6-11
>972
240
BCLL 0.0
Rep Stress Inv
YES
WB 0.39
Hom(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-10-10 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied orb-9-2 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 =
5751043-0 (min. 0-1-8)
1 =
70710-8-0 (min. 0-1-8)
Max Horz
_1 =
173(LC 8)
Max Uplift
5 =
-232(LC 8)
1 =
-238(LC 8)
Max Grav
'5 =
575(LC 1)
1 =
707(LC 1)
FORCES. (Ib)
Max. fnomp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-904/643, 2-3=-649/435,
3-4=-583/446,4-5=531/455
BOTCHORD
1-6=-751/806
WEBS
2-6=-266/359,4-6=-507/668
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF, h=15ft;
Cat. II; Exp C; 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) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
5) a 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) 5 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 232lb uplift at
joint 5 and 238 lb uplift at joint 1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 77lb FT = 10%
--WARNING-' Planned fl muOMy mWew Ne-A-1 ROOF TRUSSES -SELLER'). GENERAL TERMS end CONDITIONS CUSTOMER MUYER) ACKNOWLEDGMENT torte.
Verify OealDn pe,emelen and feed nOtB9 an NI9 TN89 Design Drewln0 nDD) and Na Bpeclally Engine-mfinenm Meet before use. Unlessallmwl5e noted on the TDO, only Npine
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Job
Truss
Truss Type
Qty
Ply
A0195768
WHHS3B
B05
Half Hip Girder
1
1
Job Reference o llonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Fri Dec 28 10:25:18 2018 Page 1
ID:igl27bglZfBDGD09P1jLadz7_6Q-0166koh5gfmfsiQFps6OiPfEpdsHDdJc2QUVHVy4TW V
4-7-14 8-6-0 I 12-0-0 I 16-2-0
' 47-14 3-10-z a-10-0 3-10-0
3x8 MT20HS 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.96
Vert(L-)
0.10
6-7
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
1.00
Vert(CT)
-0.15
6-7
>999
240
BCLL
0.0
Rep Stress Ina
NO
WB
0.64
Horz(CT)
0.03
5
n/a
n/a
BCDL
10.0
Code FBC20177rP12014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left, 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2$1 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-7-13 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 =
1103/0-7-10 (min. 0-1-8)
5 =
1301/0-7-10 (min.0-1-8)
Max Horz
1 =
140(LC 4)
Max Uplift
1 =
-438(LC 4)
5 =
-532(LC 4)
Max Grav
1 =
1103(LC 1)
5 =
1301(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-18471773,2-13=-1350/569,
13-14=1350/569,3-14=-1350/569,
3-15=1350/569, 15-16=-1350/569,
4-16=1350/569, 4-5=1216/564
BOT CHORD
1-7=-767/1676, 7-17=77211698,
17-18=772/1698, 6-18=-772/1698
WEBS
2-7=107/512, 2-6=435/272,
3-6=-523/370,4-6=-707/1674
NOTES-
1) Wind: ASCE 7-10; VuIY-160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; 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) Provide adequate drainage to prevent water
pending.
3) All plates are MT20 plates unless otherwise
Indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) . 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) 5 considers parallel to grain value
using ANSIffPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 438 lb uplift at
joint 1 and 532 lb uplift at joint 5.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 66
lb down and 94 lb up at 8-6-0, 119 lb down and 137 lb
up at 9-0-12, 119 lb down and 137 It, up at 11-0-12,
and 119 lb down and 137 lb up at 13-0-12, and 120 lb
down and 137 It, up at 16-0-12 on top chord, and 345
lb down and 222lb up at 8-6-0, 84 lb down at 9-0-12,
84 lb down at 11-0-12, and 84 lb down at 13-0-12.
and 85 lb down at 15-0-12 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-4=-00, 5-8=20
Concentrated Loads (lb)
ad Lead Defi.=11161q
3x4 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 76 lb FT=10°/
Standard
Vert: 2=38(B) 7=-345(B) 13=-119(B) 14=-119(B)
15=-119(B) 16=-120(B) 17=66(13) 18=66(B)
19=-66(B) 20=66(B)
•-WARNMG^ Rease Nomug111ymiew Ne-A-1 ROOFTm1SSES(SELLER'),GENERALTERMS and GONDMONSCUSTOMERMUYER')ACxNOWLEDOMEN form.
veM deelgn paremalam and mad noles an W. Truss Dssgren DaQ(rDD)erbNa Siecmmly Enpineer-sere. .1 bef.m OSe. Unles9 Oth M. ebbT ]On Om DD. only Rlpere
coMedOr Olelm WeO be used for Ma TDD IO be vafb. Aea TussD Enpineedn g.e.Spe aWEngiroar) Imew TODmpresenbanactepbnceofbeplO malmglneenn,
IMaDs rcgaaad
ms,ssa.11ryfordm design of Ne sinpb Trum depiabd an tMTDD m1y, undarT ki. no design assumptlws. loading mndttbns, suX 1,111W and use OMB Treed for eny Eandinglsbe
NttlelWse DpYB,4g Qdlsls
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usl ALu6W
oIMp T�i„sa.InC Cng narMl
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ae8
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cos
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C�ipn10A16Mf RMTnmu-RegMucWn> Ws dmmmn. Nmrybny 4 PHEW W Win nbwlron pennbe4n mA1 Rut Tnuae
Job
Truss
Truss Type
Oty
Ply
WHHS3B
B06
Half Hip
1
1
A0195769
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Dec 28 10:25:18 2018
4.00 12 516 =
3x0ead Load Defl. = 3r161n
3xl2 W20HSII 6x8 = 3.8 II
LOADING(psf)
SPACING- .
2-M
Cat.
DEFL
in
(loc)
Wall
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.15
2
>999
360
TCDL 10.0
Lumber DOL
125
BC 0.65
Vert(CT)
-0.19
8-12
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 1.00
Horz(CT)
0.01
7
n/a
rue
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-2-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 No
774/0-7-0 (min.0-1-8)
2 =
11311041-0, (min. 0-1-8)
Max Horz
.2 =
297(LC 8)
Max Uplift
7 =
-295(LC 8)
2 =
-506(LC 8)
Max Gram
'7 =
774(LC 1)
2 =
1131(LC 1)
FORCES. (lb)
Max. Qomp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1290/887,3-4=-903/525,
4-5=-853/537, 5-6=816/594,
6-7=-692/567
BOTCHORD
2-8=-104611158
WEBS
6-8=-651/908, 5-8=1491313,
3-8=391/524
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vu1r160mph (3-second gust)
,Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1511;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated:
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
6) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-U wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 295 to uplift at
joint 7 and 506lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
MT20HS 1871143
Weight 128lb Fr = 10
••WARNING•• Please MomuBM'roWem Ne •MI ROOFTRUSSES(SELLER").GENERALTERMSeM NDMONSCIISTOMER(•BUYER")ACKNOWLEDGMEN fm.
VMny Eealgn peRtneb9 end,ead nobs on tN. T—Dsslgn DeaMnpn D)end Ne SpeWlly Emir—wfew,m Mt e bales uM. Und. denseness,densdenseness,on nubshod the T... corAlpbg
� xtat Notes shell be oaed(w Na TODb ba wlid. NeRusa Design EnglneaMg(I.e. Spatially Etpireet).tM agar on any TDD,eproeanb en el'sepbnce al Ne pMwalanel englnee,l
JadBDmm PE@BD9
respbnslblliyI., the deslpn of Ne sbgb Toes depleod col the TOD wdy.und-T 1-I. The design essumptione. badNg conditions. weWGy endusa of one Twos for any Building la lino
n1Va Ko<s ENbsoNp Cx>16t5
spe„¢iblliry blthe OwneL Ne Owners ouNanimd egaMwNe Building Geslgner, in Na wnbn olthe lRG.Ihe 1BC,Ival WlCuq mdeeMTP1-0. Tbeepwwal of McMD and enYfeb
u5tg4ealAq
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4pyyM0]D18 Mt Rm/Truvss—R.podeilmatNb Wpmr¢Inpry,gmbpMMlM WNwtllvvrM1W pemDaabnNA-t pMT-
Job
Truss
Truss Type
Oty Ply
A0195770
WHHS3B
B07
Half Hip
1 1
LbR.I....C.Ptional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@aluuss.com
Run: 8210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fn Dec 28
5.8 II
4x4 II
Dead Load Dell. = 31161n
3x8 II 3x4 = 4 -
6x6 =
1-fi-01 F9 12-6.0 1 22-1-0 1
' 1-fi-0 1048-0 9-7-0
Plate Offsets(XY)-
fl:0-0-121-741 f1:0-1-0Edgel
13:0-2-140-2-81
f4:Edce0-3-81
LOADING(psi)
SPACING- 2-M
Cat.
DEFL.
in
(loc)
I/defi
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.68
Vert(LL)
-0.19
5-7
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.96
Vert(CT)
-0.41
5-7
>639
240
BCLL 0.0
Rep Stress Ina YES
WB
0.61
Horz(CT)
0.04
5
n/a
nla
BCDL 10.0
Code FBC2017/iP12014
Matrix -MS
Weight: 112 Ib
FT =10%
LUMBER -
TOP CHORD 2x4 SP N0.2 •Except•
T2: 2x6 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-1-5 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 3-5
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
81310-7-0 (min. 0-1-8)
1 =
942/0-8-0 (min. 0-1-8)
Max Hom
1 =
203(LC 12)
Max UPIR
5 =
-319(LC 8)
1 =
-325(LC 8)
Max Grev
5 =
813(LC 1)
1 =
942(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1462/1022,2-3=1156//55,
4-5=-284/290
BOT CHORD
1-7=-113811322, 6-7=768/1049,
5-6=-768/1049
WEBS
2-7=301/423, 3-7=87/487,
3-5=-1092/808
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 319 lb uplift at
Joint 5 and 325 lb uplift at joint 1.
LOAD CASE(S)
Standard
^WARNING^ Please NerouyhlY/aNavi Ne-A-1 ROOFTRUSSESCSELLER7.GENERALTERMSend CONDTONSCUSTOMER(-BL W)ACKNOWLEDGMEN fmtn.
vadydas18^paNmabrs eM re.drxe.an Nb1-Oecpn..rrDO)and Me Bpacialry Enpinoermfae^m ehae1befom.. LMIMN oV ..ebled on Bm TOO, ony.,'..
mnnectarpletea shall Oe vaed for Me TOObbe valid. /ueT,use Desgn EnBi^eerin0(i.e. Bpedelry Egioeat),tlb malmeMTDD,epeaenta en ecceplorwedMe proleasionel mginm'
1eNBMLq R:6t9IN
resyon.!Nuyfo desl-.Me ebgb Tuad MO elmdtrq mMl6 na. sWletlliy end usTe Tfuvf
desly.1
M,oMlli'eoFMeeMpG91n5
1. BuWO'.esde.Pl-t.T,e Me TDO MybMe
age.Mee C.
reaymaltiYy oltlnQ,ner, Me Owwle euNVlzed spent et Me Buibiny DesiB^er.In Me mnleq of MCIRC. Ma1BC,bml bulSry mla erC WI-1. The eppravalINMe TDD aM a,ry(eW
IR BW.
ueeof Me Tmee, Iniding baMY,q.tt ,bbfaa BU Cd,ueCa. Nlroba mtoulNMe TDD end Me pfaNma end
pN be MemmdnNblll..o
ft
fa f f.,,aipvrerq
Cam Wn(BSCI) SBCAero dforyanetel putla,va. TPI-fdaMee Meraspona1Neees Truce
guWe, of Melt,I
Dvs 03R4Y01p
Uyy=,QM9
Tm=Nlamfauelalbn(BSCRpublleM1edbyT bya eeelU NOT Mealpn
Oesly,ter, SpeGaly EnglrreareM Truss ManulacWrer. wbeboNaMml- bya Con.dlspread upm Nwndny byallpMies Nvtived. T,e BpeWly Engineer la NOT Me
gl
BYIWNp Daeip,arttTrvae Sy81am Engineer Of any EumNp. PO ®pM11-1 tm,neere ee bTPI-1.
CcpyApMOMIGA.I RmlT,uaaef-RepMuv4maltlb Wavmnl, b eMfwm. b p,mTllad vANcutlMv.,llbn pe,ml®b, 111 RaalT,mee
.1 Me
Job
Truss
Truss Type
Oty
Ply
WHHS313
808
Half Hip
1
1
A0195771
Job Reference o tional
A-1 Roof Trusses, Fort Pierre, FL 34946, design@attruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Dec 28 10:25:19 2018
4x6
3x4 =
Dead}SRJ Refl. = 3181n
We 11 5x6= 6x6=
LOADING (psi
SPACING-
2-"
CSL
DEFL.
in
(loc)
I/defi
Ud
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.88
Vert(LL)
-0.38
5-6
>700
360
TCDL 10.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.76
5-0
>348
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.94
Horz(CT)
0.03
5
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2'Except'
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x6'SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins, except end vertcals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordancewith Stabilizer Installation aide.
REACTIONS. (lb/size)
5 = 81610-M (min. 0-1-8)
1 = 945/0-M (min. 0-1-8)
Max Horz
1 =
173(LC 8)
Max Uplift
5 =
-315(LC 8)
1 =
-332(LC 8)
Max Grav
5 =
816(LC 1)
1 =
945(LC 1)
FORCES. (fie)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1403/874,2-3=1249/904
BOTCHORD
1-6=-918/1246, 5-6=762/954
WEBS
3-6=-168/427, 3-5=-1071/896
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft;
Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; canfilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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
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 315 lb uplift at
joint 5 and 3321b uplift at joint 1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 99 lb FT=10%
^WARNING^ Weese NarouBby rs`icutbe-A-1 ROOFTRUSSESCSELLER'),GENERALTERMSm CONDITIONS CUSTOMER('BUYER-)ACKNOWLEDGMENT-(corn.
Easlgn Immebea rs and reeU M10.9 an the T—Dkin Drasti mDD) and Me Stac at y Enpinser mistresses assM et Woo ass. Uromastated!fae stated! on Me TOO, only AIpre I
Wady
Boar ma sh rig isa i sed fw Ne TDO b be. d. Ae a Tnav Deslpn Enginee,ln9 (1.9. Spetlaly E,gin667. 11g I On eny TDO mpre.-enb en esaptanta al Ne proleenlonal enp'u,ee
Jo-Nae.a PE.
masonsbity lo, On deBlgn of Me el,gb Truss deplored an the Too Lady. aid., TPI-1. Thor design assumption.lwding scndlllers, sulbNlly and use of this Tmss for any Building is the
Wmd.Enaremo G6t619
mandsiblliyOflha Ourner...Omera aulMdeedinismorthe Budding Designer. Inthe corm,rof NB IRC."MC. mal baMMLoseeand TPIN: Theapp,welofthe TODend 6,ry field
'hot DLvpe&y.
Mm of the Trust, Insuring handling.storage. shersen ra and bdth npshen be e responsiblliy of Ne Budding Dmigne end Contat M Contractor. AI1. tn Me TDDend MeP==..
RParm R.M.
guid0has ofthe Balding, Compction,Safey Infmnation(BSCo Whislwd by Tisl and SBCA am references for general guUence. TF4t deflnea th responslNlitlee Bntl dunes olds Tmas
osa ®RVAte
Oeel9nel. SPasely Engtrreer altl Truv ManaaWrer, unlav elnem+u tlehned OYa upm InsMWq bya0 psdias Invdved. The apetially Er,gineells NOT Ina
donlred WI-1.
b1
LaT�rviT SLa
GgryMO o�nm a1em�La 1m 1`NaM lwm.bpddtlled a'. ths �—gmdtion Loss Tnmee.
Job
Truss
Truss Type
Qty
Ply
A0195772
WHHS3B
B09
Half Hip Girder
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
w
d
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
— 5s1o=
LOADING(psf)
SPACING-
2-0-0
Cal.
DEFL.
in
(too)
Udell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.86
Vert(LL)
0.20
6-8
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
0.75
Vert(C)
-0.37
6-8
>700
240
BCLL
0.0
Rep Stress Incr
NO
WB
0.75
Horz(CT)
0.05
5
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x6 SP No.2 *Except'
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3'Except•
W2: 2x4 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or2-11-8 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-4-10 oc bracing.
WEBS
1 Row at midpt 4-6
Mi rek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
196010-8-0 (min. 0-2-5)
1 =
1591/0-8-0 (min. 0-1-14)
Max Horz
1 =
137(LC 4)
Max Uplift
5 =
-804(LC 4)
1 =
-632(LC 4)
Max Grav
5 =
1960(LC 1)
1 =
1591(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3301/1337, 2-14=-3135/1235,
14-15=3135/1235, 15-16=3135/1235,
3-16=-3135/1235, 3-17=J735/1235,
17-18=3135/1235, 18-19=3135/1235,
4-1 9=-3135/1235,4-5=-1799/861
BOTCHORD
1-8=1296/3036, 8-20=-1300/3063,
20-21=1300/3063, 21-22=1300/3063,
7-22=-130013063, 6-7=-130013063
WEBS
2-8=-84/638, 3-6=-933/656,
WEBS
2-8=-84/638, 3-6=-933/656,
4-6=-1307/3307
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf, h=15ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and light exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 804 lb uplift at
joint 5 and 632 lb uplift at joint 1.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 66
lb down and 94 lb up at 8-0-0, 119 lb down and 137 lb
up at 9-0-12, 119 lb down and 137 lb up at 11-0-12,
119 lb down and 137 lb up at 13-0-12, 119 lb down
and 137 lb up at 15-0-12, 119 lb down and 137 lb up
at 17-0-12, 119 Ib down and 137 lb up at 19-0-12,
and 120 lb down and 137 lb up at 21-0-12, and 150 lb
down and 132 lb up at 22-04 on top chord, and 345
lb down and 222lb up at 8-fi-0, 84 lb down at 9-0-12,
84 lb down at 11-0-12, 84 lb down at 13-0-12, 84 lb
down at 15-0-12, 84 lb down at 17-0-12, and 84 lb
down at 19-0-12, and 85 lb down at 21-0-12 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Inc. Fri Dec 28 10:25:20 2018
6x6 II
PLATES GRIP
MT20 244/190
Weight:1091b Fr=10%
Standard
Vert 1-2=-60, 24=60, 5-9=20
Concentrated Loads (lb)
Vert: 2=38(B) 8=345(B) 3=119(B) 6=66(B)
4=-150(B) 14=-119(B) 15=-1 19(B) 16=-1 19(B)
17=1 1 9(B) 18=1 19(B) 1 9=1 20(B) 20=66(B)
21=-66(B) 22=66(B) 23=-66(B) 24=66(B)
25=66(B)
31161
—WARNING— Please lAomualllynnAaa Me 'Al ROOFT USSESCSELLER", GENERA MWS and CONDTONSMSTOMER('B R7ACNNOW EDGMENT-roaA
Vedy de¢Ipn pe,emelem eM,eed nolee m bJa T,u¢n Dealpn DmMnp (rOD) and Na SpecleM En81^ea, mlemnm sheet Cebm use. Wlesa eNerNse alabd on hie TDD, only Alples
nnetlorplebesba1beu¢edlor Ma TDDbbevr1d. Me Trvsa Oasgn Eagineelin9(I.e. Spedalry Enl,Me .Me seal a,aMTDD mpmsmb an acceplanca&Me probaelonel nialln—MeJaeeBDmIq,
ra¢ponsIMllNlor Mo deslpndNe 4,gle Trvs¢Oepi[te0 on tl,a TOD mly. unCerTPI-1. Rle desl0n essumplbna, h5din0 fdNlG nA wRehlly aM uce of Nle Tm¢a brany BUANneb Ne
PE 6t803
ynrb Nam Egremlm C�]I615
llp Oxner,NeO.meNa eulhwlT degentwNe Buildi,q Desgnar, In Ne cu,de#oI MCIRC. NeIBC�bfal Wily',g aqe end TPl-t. TM appmval of Ne TOD e,tl aryfeq
uStgWye BW.
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Job
Truss
Truss Type
Ory Ply
WHHS3B
CA
Comer Jack
S 1
A0195773
Job Reference (optional
a,ay a —la It an. —.,,a
2E4 =
Inc. rn uec zo lU2o:zg zu-io
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.03
Vert(L-)
0.00 7
n/r
90
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
SC 0.04
Vert(CT)
-0.00 7
nlr
80
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
me
me
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 3lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BUT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
12IMechaniml
2 =
63/Mechanimi
Max Hom
4 =
-100(LC 1)
2 =
100(LC 1)
Max Uplift
4 =
-10(LC 8)
.2 =
-50(LC 8)
Max Grav
4 =
12(LC 1)
2 is
63(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) lit id: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft;
Cat. ll; Exp C; 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 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 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 10 lb uplift at joint
4 and 50 lb uplift at joint 2.
6) Non Standard bearing condition. Review required.
LOAD CASE(S)
Standard
--WARNING^ Please llloroughly hi Me-A-1ROOF TRUSSES('SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER reUYEW) ACKNOWLEDGMENT roan.
VenlB dsslgn pLunmars and read ndav an WeTrvv Design OmNn, (TOO) en Ne Spetlelry E dmeter-eras—slam t aerate e. unless aVmWahead bd on Me TDD, only Alpre l
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pe
Job
Truss
Truss Type
Oy plyWHHS3B
A0195778
HJ8
Diagonal Hip Girder
2 1
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MITek Industries, Inc. Fri Dec 28 10:25:24 2018 Page 1
ID:igl2?bgIZ03DGD09P1jLadz7_6O-F?TN_rmsG V WobdtP97DpygvNk2?yCRfVRMxgV9y4TwP
2-5-12 64-11 I 8-2-12 11-11-8
2-5-12 3-10-15 1-10.1 3-8-12
2.8312
1
'ad
oa Def=9/161na
5x4
C
2
12
es
C1 �
11
N -
1
44 = 14 G B
15
16
17
5
g Q.
3x6 If
3x4 =4
3x10 11
2-0-1 3-0-120
11-11-8
2-0-1 1-0-1
8--10.12
Plate Offsets (X Y)—
r1:0-5-11 Edgel rl:0-1-3 1-9-41
r1:0-0-5 Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL)
-0.25 5.10
>566
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.60
Vert(CT)
-0.46 5-10
>311
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.20
Horz(CT)
0.03 3
n/a
n/a
'
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MS
Weight: 47 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 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 =
123/Mechanical
4 =
373/Mechanical
1 =
53210-11-5 (min. 0-1-8)
Max Hom
1 =
138(LC 4)
Max Uplift
3 =
-87(LC 4)
4 =
-194(LC 4)
1 =
-313(LC 4)
Max Grant
3 =
123(LC 1)
4 =
373(LC 1)
1 =
532(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-11=517/319, 11-12=-507/313,
2-12=-476/319
BOTCHORD
1-15=-386/494, 15-16=-386/494,
16-17=386/494, 5-17=-386/494
WEBS
2-5=-558/436
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
3) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 87 It, uplift at
joint 3, 194 lb uplift at joint 4 and 313 lb uplift at joint 1.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 47
It, up at 4-2-8, 47 lb up at 4-2-8, 43 lb down and 57lb
up at 7-0-7, 43lb dawn and 57 lb up at 7-0-7, and 75
lb down and 108lb up at 9-10-6, and 75 lb down and
108 lb up at 9-10-6 on top chord, and 5 lb down and
13 lb up at 1-4-9, 5lb down and 13 Ib up at ,1-4-9, 38
lb up at 4-2-8, 38 lb up at 4-2-8, 12 lb down and 16 lb
up at 7-0-7, 12 lb down and 16 lb up at 7-0-7, and 37
It, down and 25 lb up at 9-10-6, and 37 lb down and
25 lb up at 9-10-6 on bottom chord. The
design/selection of such connection devices) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pll)
Vert: 1-3=-60, 4-6=-20
Concentrated Loads fib)
Vert: 11=60(F=30, B=30) 13=-101(F=-50, B=-50)
14=-11(F=-5, B=-5) 15=60(F=30, B=30) 16=-13(F=7
, 13=7)17=-73(F=-36, 8=-36)
--WARNING- Pleass Myoughly 2vea Ne"A-i ROOF TRUSSES("SELLER"), GENEfYLL TERMS add CONDITIONS LUSTOMER(-BUYER')gCKNOWLEDGMENT`Iprn.
Vert BEeygn 1192Talen an0 read odes of NIS Thu. Death D...,(TOM) and Ma Swtially Englnaer hdo7oe Nast beforo uw. Unless du rvies Matadi an Ne TOO, only MOlne
Al
tivr pleles anell Ce u6etl tOltl,e TOD lv be vellU. As a TNaa Dough EnglneeMg(i.e. SpeGely Engineer), but beet an any TOO represents an ars'aphnw dtl,e prareasly en—gl^,In9etln
BDn1�PE
Jmd 8idlN
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reasaonsiMfy of Me Oaner, the Ownefe auNdlzed agent or the Butding Designer. In Me contest of Me IRC. Me IBQ Ixal building adds she TPI-I. The sounds t of the TOD end ens gold
Ktob Mwse Ergneybg Ge9t615
u5181ha. god.
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guldallneeor Me BulldlnY Component 5efery lrRormatlan(BSCn publla1,w py TPl end SBCA are relerenmdrorgenarsl guldenw. TPI.1 deflnes Ma respanslbllltlue and Mass of Me Truss
Oealgmr, Spedelry Entreat eras Truza Menufedurer, tleMtl by
MS"IsM8
uNme oMerwisa h Om,2tl ag,aed ul+sn In vMt„g py ell barb, involved. The SperJalry Engineer Is NOT Me
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Job
Truss
Truss Type
Qty
Ply
VIIHHS3B
J5
Jack -Open
17
1
- A0195779
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem Run: 8.210 s
3x8 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL) -0.06
4
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.38
Vert(CT) -0.05
3-8
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.02
2
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MTek recommends that Stabilizers and required
crass bracing be installed dudng truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 121/Mechanical
3 = 58/Mechanical
1 = 336/0-8-0 (min. 0-1-8)
Max Hom
1 =
106(LC 8)
Max Uplift
2 =
-89(LC 8)
3 =
-1(1-C 8)
1 =
-100(LC 8)
• Max Grav
-2
=
121(LC 1)
3 =
84(LC 3)
1 =
336(LC 1)
FORCES. (Ib)
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=5.Opsf; BCDL=5.Opsf, h=15ft;
Cat II; Exp C; 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 tall by 24)-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 89 lb uplift at
joint 2, 1 lb uplift at joint 3 and 100 lb uplift at joint 1.
LOAD CASE(S)
Standard
Inc. Fri Dec 28
PLATES GRIP
MT20 2441190
Weight: 23 lb FT=10%
-WARNING- Pleeee NwouBNlymNew Ne-A-i ROOFTRUSSES(-SELLER"), GENERALTERMSend CONDITIONS CUSTOMER rBU1`ER'IACNNOWLEDGME fmn.
m&MI a noMs on MIS
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adeand
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ipTy Im I Ownat Ne Ownels uuNoriEed agentor Me Bulging OeaigmG In Ma conleat of Me lRQ Me 1B0. b,'al Wildi,q wOa Ni not -L Tim approval D d,e T e and ery Geld
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Job
Truss
Truss Type
Qty
Ply
WHHS313
JS
Jack -Partial
12
1
A0195780
Job Referenceo tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 6.210 s May 182018 Print. 8.210 s May 182018 MTek Industries, Inc. Fd Dec 281025:25 2018 Pagel
ID:igl2?bglZfBDGD09P1jLadz7_6Q-jB1 mCBnU l oefCnSbjgk2UtRToSJnWefOgN1 by4TWO
1-10-0 4-6-2 a-"
' 1-100 I 2-8-2 { 3.11-14
Dead Load Den, =118In
3x8 II
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL.
in
(loc)
I/deft
IJd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
0.21
3-8
>493
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.75
Vert(CT)
-0.22
3-8
>470
240
BCLL 0.0
Rep Stress Ina
YES
WB 0.00
Horz(CT)
-0.06
2
n/a
Na
-
BCDL 10.0
Code FBC20171TPI2014
Matdx-MP
Weight: 29 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOTCHORD
Rigid ceiling directy applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
179/Machanical
3 =
86/Mechanical
1 =
410/041-0 (min. 0-1-8)
Max Horz
1 =
139(LC 8)
Max Uplift
2 =
-128(LC 8)
1 =
-122(LC 8)
Max Grav,
2 =
179(LC 1)
3 =
124(LC 3)
1 =
410(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
Cat. II; Exp C; 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 psf bottom
chord live load nonooncument with any other live loads.
3) a This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate Capable of withstanding 128 lb uplift at
joint 2 and 122 lb uplift at joint 1.
LOAD CASE(S)
Standard
-WARNING- Please Momughlyraew Me-A-1 ROOF TRUSSES CSELLER"].OENFRAL TERMS aM CONDTON3 CUSTOMER(-BUYER")ACKNOWLEDOMENT"ronn.
VVann,deal®, psramatere and rand no-w an Mrs Truss Dmbn DraW,g(TDD) a,tl Me SpeUalty Erginwr referercs sineanDafom uae. Unless alMrwlee waned on Me D. Wyadre
rlecaarpnea al,en E9 uaa11or a1,e TDObta valW. NaTrua9 De6gn Ergin9eNq(I.e. Spedaly fJgirear),al,a sey meM TOD repeaenN en eccepla ma old,e pdmaior,al mglnearl
J BW oPERMS
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Maas Nan BDamaD Suie
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Doc 03'dlAl9
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d
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JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1910
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.
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & BC
91
ttach Corner Jack's
4 (2) 16d Toe Nails
@ TIC & BC (Typ)
Attach Comer Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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JULY 17, 2017 1 1wwL v vr,%L.L.L_ 1 vL_ 1 LiL_ I rl%IL.
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-i
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD =50 PSI
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNL_.. . —
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-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.
CLIP MAY BE APPLIED
1HTO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12112 PITCH)
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a
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/I0d NAILS, 6' D.C:
VER'
STUI
SECTION B-B
TRUSS GEOMETRY AND, CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IDd NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
BEE INDIVIDUAL ENGINEERING ORAVINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
} TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
LL]
(4) Bd NAILS MINIMUM,
3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
r
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
1. MINIMUM GRADE OF #2 MATERIAL IN TOP AND BOTTOM CHORDS.
P- CONNECTION BETWEEN BOTTOM CH ROH F GABLE ENO 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
I�
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP N3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0'D.C.
G. 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) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG.
BRACE
S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. lOd AND 16d NAILS ARE 0131'X3.0' 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
(2) DIAGONAL
BRACES AT
1/3 POINTS
.MAXIMUM STUD LENGTH
2X48PA31STUD
12'0.C.
3-8-10
5&11
6-6-11
11-1-13
2X4SP931STUD
16'O.C.
3-3-10
4-9-12
6-6-11
9-10-15
2X4 SP A31STUD
24'O.C.
2-8-6
3-11-3
54-12
8-1-2
2X4 SP 42
12'0.C.
3-10--11 15
5-6-11
6E-11
11-8-14
2X45P%2
16'O.C.
36
4-9.12
6-Cr11
10.8-0
2x4 SP tl1
24, D.C.
3-1-4
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 IDd NAILS 6' D.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
90'/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF N2 OR SP #2.
ROOF
SHEATHING
NAILS IDd
TRUSSES 0 24' D.C.
2X6 DIAGONAL BRACE
SPACED 4B' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
L
OOF HEIGHT=30 FEET
B OR C
90 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
F LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017 UI \/ " I I—UI \FIVE I.J I... I STDTL09
WITH 2X BRACE ONLY
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER SO'/. OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6, O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —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 ]—BRACE
2X8
2X8 T—BRACE
2X8 I —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
2XB
2X8 T—BRACE
2X8 1—BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I —BRACE
NAILS
i:
WEB
T—BRACE
SECTION DETAILSe�9
WIWe WY%ErylieeNp G]I919
U91611uoa&W.
FL Puu.ft91BIB
Osn'M5aR019
FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS. .
C NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
T724091010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, 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 (OD NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - IDd SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X 3') NAILS (,.,31' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
i
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO'FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X X) IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IDd
NAILS (0.131' X 3')
TRUSS -1 2X6 4' - WALL
STRONGBACK r (TYPICAL SPLICE) � (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(DE16' DIA1
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 (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTLll
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34M
772.409-1010
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 END AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
.135
93.5
85.6
742
72.6
63.4
0
J
in
.162
108.8
99.6
86.4
84.5
73.8
Mi
.128
74.2
67.9
5B.9
57.6
50.3
g
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - lSd NAILS (01132' DIA. X 35'3 WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO ED'
45.00°
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4)' 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO SD'
45.000
it
0
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.
\u11xi+
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL) .
DIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
Z
O
J
.135
60
4B
33
30
20
U7
vi
.162
72
58
39
37
25
J
2
(0
.128
54
42
28
27
19
F
Z
Z
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
If)
J
N
Q
M)
Z
.120
51
39
27
26
17
(�
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
.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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL SE 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' DIA. X 351 WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF L33:
3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60.
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
USE (4) TOE -NAILS ON 2X6 BEARING WALL
RLtk4&_91lIM
FAR 5
IE
TOP PLATE
OF WALL
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 17, 20i7 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
772-409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
31 B7
38
57
42-
3169
4754
2900
4350
2451
3677
2511
3767
44
68
48'
3657
5485
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 IDd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XS) SPACED 4' D.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' OL. 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
2
BREAK
10d NAILS NEAR SIDE 101
+ 10d NAILS FAR SIDE4X'
MIN 6' MIN
0=
}
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 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO 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.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A4 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES
1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF IOd COMMON WIRE NAILS (14B' DIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
J.