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elevations/pitches, bearing
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conditions & all detail pertaining ❑ REJECTED
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to this truss placement plan. No
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back charges will be accepted _ _
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without previous written approval DATE
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77927
MASTER
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DATE
9/30/19
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77927 A06 SPEC 1 1 2517
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105'd -r 13'10'2
Loading Criteria (pA
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.40 ft
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wild Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T5 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions
(Ibs), or'=PLF
Code:FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
TPI Sid: 2014
VERT(LL): 0.083 1 999 360
Loc R+ / R-
/ Rh
/ Rw / U
/ RL
Rep Factors Used: No
VERT(CL): 0.196 1 999 240
B 376 !-
/•
/443 /250
/370
FTIRT:10(0)/10(10)
HORZ(LL): 0.038 M - -
Z' 609 P
/•
/366 /310
P
Plate Type(s):
HORZ(TL): 0.090 M - -
M /-
/•
l644
!-
WAVE
d
W tl b
tl
MWFRS
Bracing
(a) Continuous lateral restraint equally spaced on member
Special Loads
-(Lumber Dur.Fac.
1.25I Plate Dur.Fac.
1.25)
TC: From
62 plf at
-2.00 to 62 pit at
43.99
BC: From
14 pit at
0.00 to 14 pit at
16.40
BC: From
44 pif at
16.40 tc 44 pit at
18.81
BC: From
14 plf at
18.81 to 14 plf at
27.73
BC: From
44 plf at
2773 to 44 plf at
30.06
BC: From
14 plf at
km to 14 plf al
43 99
TC: 532 lb Conc. Load at 41.77,43.77
Creep Factor. 2.0
Max TC CSI: 0.907
In reac ons ase
B Brg Width = 8.0
on
Min Req = 1.5
Max BC CSI: 0.967
Z Brg Width = 40.0
Min Req = -
Max Web CSI: 0.967
M 8rg Width =-
Min Req = -
Bearings B & Z are a rigid
surface.
Wgt: 277.2 lbs
Bearing B requires a seat plate.
Maximum Top Chord
Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
Wind
Wind loads based on MWFRS with additional 50 -41
onal C&C member des n.0 269 -209
G - H 1359 -1868
H - I la% -1868
Right end vertical not exposed to wind pressure.
C- 0 495 -286
1-1 1433 -1988
Left bottom chord exposed to wind.
D - E 825 -1250
J - K 1040 -1669
E-F 852-1240
K-L 0 -12
Additional Notes
F-G 1359-1868
The maximum horizontal reaction is 329#
Plating Notes
All plates are 3X4 except as noted.
('•) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purilns
In lieu of structural panels or rigid ceiling
use pudins
to laterelly brace chords as
follows:
Chord Spacing(in oc)
Start(ft)
End(ft)
TC 24
16.00
32.67
TC 24
41.36
43.99
BC 75
0.15
10.04
BC 70
10.04
30.29
BC 100
30'29
43.99
Apply pudins to any chords
above or below fillers
at 24. OC unless shown otherwise above.
"WARNING- Please tho,uugbly review fhe-A-1 ROOF TRUSSES CSELLER"). GENERAL TERMSand
nd brearg stall be ibe responsbitiry ottbeB ltling Oesignerand Contractor. Ninrneeset
35CI)puMlshedby TPlend SBCAaeereferencediorgen,,IWWanre. TMde sl,
ass oNanNse der d bye Conlatl agreed upon Mwndng byall paNes involved TheSp4
AD go't Ced leme am a9 definedMTPpt.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-X 201 -205 S-R 1049 -547
X-W 23 -34 R-O 1998 -1115
V-T 290 -396 O-P 0 0
W-U 0 0 P-N 15 -9
T-S 1049 -547 N-M 1263 -720
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-Y
0 0
G-R
464 -475
C-X
193 -125
1-0
283 -169
C-V
401 -342
O-P
99 -9
X-V
271 -240
O-J
868 -476
V - W
1267 -1792
O - N
1725 -988
V-D
1164-1731
J-N
522 -583
D-T
1625 -932
N-K
244 -369
F-T
478 -576
K-M
1249 -2169
F-R
1068 -665
L-M
56 .611
R-I
103 -191
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
r Job • Truss Iuss type
I77927 A07G COMN
,ry 11y I Tzueaf�uTs
2520
Tar p T3 ,iM =Hxa o ixa 11-11) TII
0 003QED
o"c a �4..3
ed.p
t
T i m�oa PoM �3x6(A1)a Xd ®8%8 mom .L
19 op '
�3%d 03%6
5 SEAT PLATE PE¢ SEAT PIAIE aEe. EAT10' 3<•9'
1P y 2.' sil'i
Loading Criteria (Ps0
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 7.00
Risk Category: 11
FT/RT:10(Ov10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
..an Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.47 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2:T3 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced
on member.
Special Loads
-(Lumber Dur.Fac =1.251 Plate Dur.Fac =1.25)
TC: From 62 plf at .2.00 to 62 pit at
44.67
BC: From 14 plf at 0.00 to 14 plf at
18.40
BC: From 44 plf at 18.40 to 44 plf at
22.15
BC: From 14 pit at 22.16 to 14 plf at
41.77
BC: From 7 pit at 41.77 to 7 plf at
44.67
BC: -9 lb Conc. Load at 41.77,43.77
4'8' y2
Pry
Deb/CSI Criteria
PP Deflection In loc L/defl L#!
VERT(LL): 0.104 G 999 36
VERT(CL): 0.189 G 999 24
HORZ(LL): 0.030 L - -
HORZ(TL): 0.056 L - -
Creep Factor. 2.0
Max TC CSI: 0.870
Max BC CSI: 0.999
Max Web CSI: 0.664
Wgt: 274.4 lbs
VIEW Ver. 19.01.00A.0618.15
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Plating Notes
(••)1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling
use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft)
End(ft)
TC 24 18.00
44.67
BC 75 0.15
35.50
BC 52 35.50
44.67
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42°-high x 24'-wide clearance.
MJ
fwgenerdl g Idxnw. TPI.1d
,n vmn'ng by.0 ppolss inwl.d.
♦ Maximum Reactions
(Ibs)
Gravity
Non -Gravity
Loc R+ / R- / Rh
! Rw / U / RL
B 451 /- /-
/- /259 /-
U 1893 /- !-
!- 11098 /-
X 1294 P !-
r- /1515 !-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
U Brg Width = 8.0
Min Req = 2.2
X Brg Width = 8.0
Min Req = 1.5
Bearings B, U, 8 X are a rigid surface.
Bearings B, U, 8 X require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 50 -42
F - G 1023 -1706
B-C 115 -300
G-H 1316 -1913
C -D 346 -227
H-1 1316 -1913
D-E 844-1462
1-1 842 -934
E-F 835 -1451
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-V 198 -40 Q-P 1216 -677
V-U 18 -36 P-O 38 -14
T-R 142 -230 N -L 1912 -1317
U-S 0 0 0-M 0 0
R-Q 1216 -677 L-K 0 0
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-W
0 0
P-G
611 -648
C-V
126 -37
P-N
1742 -1052
C-T
203 -382
G-N
225 -323
V-T
258 -66
N-O
134 0
T - U
1112 .1884
N -1
445 -Z7
T-D
1046-1652
1-L
727 -1414
D -R
1538 -878
L -J
1449 -1239
F-R
391 -331
J-K
1100 -1290
F - P
632 -443
ACKNOWLEDGMEN fo
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
ypa eJry1 cry
COMN T<u<sf<uia
77927 A08 1
2526
rirtl-41 15.10.8
SEAT PIATE REQ. SEAT PIATEREe. SFAT PIATE REO.
10. 34'a'
Loading Criteria (pe) Wind Criteria Code I Misc Criteria
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 10.00 Speed: 160 mph TPI Sid: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCDL: 7.00 Risk Category: 11 FT/RT:10(0)/10(10)
FRCP: C Kzl: NA Plate Type(s):
Des Ld: 37.00 Mean Height: 25.00 It WAVE
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4,47 ft
Loc. from endwall: not in 13.00 it
GCpi: 0,18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B4 2x4 SP M-30:
Webs 2x4 SP #3 :W12 2x6 SP #2:
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to Iatemlly brace chords as follows:
Chord Spacing(in oc) S1art(ft) End(ft)
TC 24 20.00 27.97
TC 24 28.79 44.67
Be 75 0.15 9.97
Be 85 9.97 35.38
Be 112 35.38 44.67
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42%highrx 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
DegICSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection in loc Udefl L)#
Gravity
Non -Gravity
VERT(LL): 0.086 1 999 360
Loc R+ / R- ! Rh
/ Rw / U / RL
VERT(CL): 0.164 1 999 240
B 455 /- /-
1562 1273 /604
HORZ(LL):-0.032 M - -
V 1809 1- I-
/1338 11003 /-
HORZ(TL): 0.061 M -
- Y 1300 /- !-
/640 7716 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.742
B BigWidth = 8.0
Min Req = 1.5
Max Be CSI: 0.964
V Brg Width = 8.0
Min Req = 2.1
Max Web CSI: 0.989
Y Brg Width = 8.0
Min Req = 1.5
Bearings B, V, & Y are a
rigid surface.
Wgt: 303.8 Ibs
Bearings B, V, & Y require a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
VIEW Ver. 19.01.00A0618.15
Chords Tens.Comp.
Chords Tens. Comp.
A-B 50 0
G -H 1141 -1417
B-C 203 -454
H-1 1173 -1512
C - D 365 -448
1- J 1217 -1620
D - E 265 -322
J - K 1228 -1639
E-F 392 -319
K-L 0 0
F-G 981 -1335
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-W 311 -494 R-Q 1141 -951
W-V 12 -25 Q-P 55 -37
U-S 913 -883 P-N 0 0
V-T 0 0 O-M 939 -741
S -R 1141 -951
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-X
0 0
Q-1
681 -845
C-W
212 -232
Q-0
1512 -1184
C-U
594 -443
H-Q
324 -96
W-U
361 -557
1-0
163 -105
D - U
257 -254
J - O
371 -372
U- V
1603 -1798
O- P
129 0
U - F
1276 -1730
O - K
1089 -761
F -S
354 -152
K-M
1161 -1471
G-S
212 -136
L-M
139 -121
G - Q
396 -280
1 CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT° faro.
ii-n roorePrss M acceptance aitProfessonalen,rooln Manuel Martinez, P.E.
aNng miMNons,s-bility end- of Nis T1W for any auilting is the #047182
C, local building code eM TPI-1. The approval of the TDD antl airy held
g8 Brand ContralT,,l dlreasetoIetmihelrf-nihthepadoficNees eTndss 4620 ParkView Dr
,g byaO pminod. The Spdagis NOT e
St Cloud, FL 34771
JOD • INea INss type Vly Fly IULSILUIa
77927 A'09G COMN 1 1 262s
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4fe1 z-'�•'-(�
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Loading Criteria q
Wind Criteria
Code I Mlsc Criteria
DeflIC81 Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell LI#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.126 1 999 360
Loc R+ / R- ! Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies
by Ld C
@>ERT(CL): 0.224 1 999 240
B 436 /- /-
/- /253 /-
BCDL: 7.00
Risk Category: It
FT/RT:10(0)/10(10)
HORZ(LL): 0.039 M - -
V 2005 /- /-
/• /1102 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.070 M - -
Y 1417 /- !-
/- /1457
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00
TCDL: 5.0 sf
p
Max TC CSI: 0.966
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.987
V Brg Width = 8.0
Min Req = 2.4
Spacing: 24.0 •
MWFRS Parallel Dist: 0 to h/2
y grg Width = 8.0
Min Req = 1.7
C8C Dist a: 4.47 ft
Max Web CSI: 0.977
Bearings B, V, & Y are a
rigid surface.
Loc. from endwall: not in 13.00
ft
Wgt: 295.4 Ibs
Bearings B, V, 8 Y require
a seat plate.
GCpi: 0.18
Maximum Top Chord Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Loading
Top chow SP :TS 2x4
Truss passed check
A-B 50 -42
for psf additional bottom chord live load 19115as'906 -270
F-G 805 -1506
G - H 676 -1299
2
Bot chord 2z4 SP #2 :82, B3 2x4 SP M-30:
x4 x4 SP M
Webs 2x4 SP#3:W142x8 SP 2400f•1.8E:
42°-high x 24'-wide
ra
clearance. C - D 467 -293
H - I 1146 -2036
:Lt Level Return 2x4 SP 43:
Wind
D-E 363 -216
E - F 490 -322
I-J 1146 -2036
J - K 907 -1188
Bracing Wind loads and reactions based on MWFRS.
(a) Continuous lateral restraint equally spaced on member. Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Special Loads
--(Lumber Dur.Fac =1.251 Plate Dur.Fac. 1.25)
TC: Fromr fit pit at -2.00 to 62 pit at 44,67
BC: From 14 ptf at 0.00 to 14 pif at 13.65
BC: From 44 pif at 13.65 to 44 pif at 16.56
BC: From 14 pifat 16.56 to 14 pif at 24.02
BC: From 44 pif at 24.02 to 44 pif at 29.44
BC: From 14 pit at 29.4410 14 pit at 41.77
BC: From 7 pit at 41.77 to 7 pit
at 44.67
BC: 28 lb Conc. Load at41.77,43.77
Plating Notes
All plates are 3X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stettin) End(ft)
TC 24 20.00 27.97
TC 24 30.79 44.67
BC 75 0.15 9.97
BC 88 9.97 35.51
BC 50 35.51 44.67
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
he'A-f ROOF TRUSSES ('SELLER•), GENERAL TERMS and CONDITIONS C
Floss Design Drawing jmD) end Ne Specialty Engineer W ..m sheet before use.
Iq. As a Truss Design Engineering (Le. Sxdalty Engineer), the seal on airy TDD
rNcted on the TDD oNv, under TPl-1. The tlaNan assumogons.loadina mnd'Piws s
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-W 171 -63 R-Q 1560 -896
W-V 9 -16 Q-P 14 -18
U-S 998 -548 O-M 2218 -1415
V-T 0 0 P-N 0 0
S-R 1560 -896 M -L 0 0
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-X
0 0
H-Q
782 -393
C-W
154 -6
I-Q
917 -1331
C - U
273 -482
I - O
578 -554
W-U
200 -78
Q-O
19W -1100
D-U
212 -258
O-P
35 -20
U-V
1116.1995
O-J
537 -63
U - F
1145 -1982
J - M
755 -1526
F-S
450 -189
M-K
1648 -1258
G- S
274 0
K- L
1065 -1373
S - H
316 .380
Manuel Martinez, P.E.
# 047182
4620 ParkVieW Dr
St Cloud, FL 34771
77927 A10 I SPECy�tl I 'I', 17 I luL„`V'y
2532
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Loading Criteria (pen
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 7.00
Risk Category: 11
FT/RT:10(Ov10(10)
EXP: C Kt: NA
Plate Type(s):
Des Ld: 37.00
can Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.40 it
Loc. from endwall: not in 13.00
ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30
Webs 2x4 SP #3
:Lt Level Rehm 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling
use puriins
to laterally brace chords as
follows:
Chord Spading(in oc)
Start(ft)
End(ft)
TC 24
20.00
27.97
TC 24
40.67
43.99
BC 75
0.15
9.97
BC 96
9.97
30.29
BC 75
30.29
43.99
Apply pudins to any chords
above or below fillers
at 24' OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42'-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Additional Notes
The maximum horizontal reaction is 413#
Please Noroughly review the'A-1 ROOF TRUSSES (" SELLER), GENERAL TERMS end
tars and read notes on this T,u - Design Drawing (TDD) and g e SpedaTty E,gineer lefereeee
I be used fe, N. TDD to he valid. As a Truss Demon Enaireedna ne. Sreda1N Enoine_l. -
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.092 P 999 361
€q-:RT(CL): 0,164 P 999 241
HORZ(LL): 0.047 L - -
HORZ(TL): 0.083 L - -
Creep Factor. 2.0
Max TC CSI: 0.741
Max BC CSI: 0.986
Max Web CSI: 0.779
Wgt: 284.2 Ibs
VIEW Ver. 19.01.00A.0618.15
.ss oN_wee defined bye Contract agreed upon Inw beg by all pelves involved.
A I capitalvad tenor are as defined In TPI.1.
♦ Maximum Reactions
(Ibs)
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw I U / RL
B 454 /- 1-
/499 1306 /454
T 1930 /- /-
/1256 /974 /•
L 1672 !- I-
/1466 1402 !-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 2.3
L B� Width = -
Min Req = -
Bearings B & T are a rigid
surface.
Bearings B & T require a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 50 -41
F-G 1056 -1493
B - C 399 -308
G - H 1050 -1285
C-D 340 -274
H - 11382 -2011
D-E 237 -149
I-J 1114 -1682
E-F 364 -202
J-K 0 -20
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp
B-U 427 -371 Q-N 1533 -794
U -T 9 -22 P-O 0 0
S -Q 1021 -559 O-M 3 -32
T-R 0 0 M-L 1108 -788
Maximum Web Forces Per Ply (Ibs)
Webs
Tens. Comp.
Webs
Tens. Comp.
A-V
0 0
H-N
630 -346
C-U
224 -294
N-O
60 -6
C -S
707 -429
N-1
312 -148
U-S
503 -426
N-M
1613 -9%
D-S
255 -256
W-N
0 0
S-T
1487 -1919
I-M
528 -743
S - F
1180 -1849
M - J
428 -392
F-Q
397 -152
J-L
1181 -1647
G-Q
291 .105
K-L
103 -497
Q - H
364 -356
'i..m Manuel Martinez, P.E.
he # 047182
gale
.aa 4620 ParkView Dr
St Cloud, FL 34771
t IJob ' Truss Truss Type
77927 I A11 I SPEC
t I Ply
112/231201s
2535
I 30'X1
®5x6
G
-t-1r1P10-�
o6x6
H t
v
1
T
SEAT PLATE RED. SEAT PV.IE RED. swp-RED.
r10' 35'11'4
F2 {�
Loading Criteria (psq
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: ll
FT/RT:10(Ou10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.59 it
Loc. from an wall. not in 13.00
ft
GCpI. 0.18
_
WindDuration: 1.60
Top chord 2x4 SP #2 :T4 2x4 SP 2400f-2.OE:
got chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or dgid ceiling use pudins
to laterally brace'chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
TC 24 20.00 27.97
BC 75 0.15 9.97
BC 120 9,97 •30.29
BC 75 30.29 45.94
Apply puriins to any chords above or below fillers
at 24' GC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken dudng handling, shipping and installation of trusses. See
"WARNING' note below.
Please thoroughly review the °A-1
leis end read notes -Nis Tmss 0
Deb/CSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection in loc L/defl L#t
Gravity -
Non -Gravity
VERT(LL): 0.125 1 999 360
Loc R+ / R- I Rh
/ Rw / U / RL
VERT(CL): 0.2231 999 240
B 433 /- I-
/454 /331 1503
HORZ(LL): 0.046 L - -
W 2055 /- /-
11328 /549 /-
HORZ(TL): 0.082 L - -
AA 1543 P /-
/1014 /475 !-
Creep Factor. 2.0
Wind reactions based on
MWFRS
Max TC CSI: 0.905
B Brg Width = 8.0
Min Req = 1.5
Max BC CSI: 0.684
W Brg Width = 8.0
Min Req = 2.4
Max Web CSI: 0.911
AA Brg Width = 7.3
Min Req = 1.8
Bearings B, W, & AA are a rigid surface.
Wgt: 289.8 lbs
Bearings B, W, & AA require a seat plate.
Maximum Top Chord Forces
Per Ply (lb
VIEW Ver. 19.01.00A.0618.15s)
Chards Tens.Comp.
Chords Tens. Comp.
A- B 50 0
G- H 1084 -1347
B - C 470 -270
H -1 1627 -2201
C-D 495 -271
1-J 1441 -2280
D - E 385 -148
J - K 1406 -2291
E-F 512 -146
K-L 1285 -2158
F-G 1091 -1559
L -M 52 0
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-X 483 -293 S-P 1666 -638
X-W 18 -26 R-Q 0 0
W-T 0 0 Q-O 5 -12
U-S 1024 -321 O-N 66 -38
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-Y
0 0
S -H
386 -459
C-X
242 -350
H-P
998 -690
C- V
808 -488
P- Q
113 0
X-V
564 -327
P-1
393 -261
D - U
256 -296
P - K
255 -176
W-V
1483 -2046
P-0
1926 -991
U-V
1102 -1884
K-0
472 -629
U - F
1205 .2054
O - L
1791 -928
F-S
485 -153
L-N
1159 -1495
G -S
290 -50
Z-M
0 0
ma
a Truss DesgnE41-nng i.e.spodaity Engineer), Ne seal one-TD-mpmsentsa nceptenm OfNe Drofession-I engineerin Manuel Martinez, P.E.
Ne TDD miy, nder TPl-1. Thatlesignessumnm,,loading sondNons, suitnblidy end use sr WS Truss for my Bwlding is Ne 417182
tr the Buiding Designer, in Ne context of Ne IRC, Ne IBC,1cssI buildng code end TPI-1. Tha aDP�eval of Me TDD entl any6eltl
rtl bating shall be d,e responsibility of Ne Buiding Designer entl ConeaGon N nnsssseteutin Ne TDDmdthepracrosand 4620 ParkVlew Dr
I ervAsetle6nedbyeContrnegareatluponlnorvnitingbyellpaNesinvolve6eTh SpetlalryEnglneberisNO 0aoftheTruss S'tCloud, FL 34771
m AD10i-f tsims are m defined in TPA
rP= y riy eafeuie � 2533
77927 Al2 COMN 1 1
r— IT11.10 T11-9 i 127.5—�
SEAT PLATE RM
12'B'12 (
Loading Criteria (psq
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.26
BCDL: 4.2 psf
Spacing: 24.0
MWFRS Parallel Dist h to 2h
C&C Dist a: 3.85 ft
Loc. from endwall: not in 9.00 11
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W7 2x4 SP #2:
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Puriins
In lieu of structural panels or rigid ceiling use purms
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.97 25.93
Be 81 0.00 38.54
Apply pudins to any chords above or below fillers
at 24` OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live
load in areas with
42 -high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
rse thoroughly reWew the -A-1 ROOF TRUSSES PSELLER-), GENERAL TERMS end
end read notes 11 tits Truss Design Drawing (MD) and Me Spedaity Engineer reference
used far Me Too to be vale. As a Truss Design Engineering 0I. Swd,lty Erginew). Me
I
it
DefVCSI Criteria
♦ Maximum Reactions
(His)
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
VERT(LL): 0.094 N 999 360
Loc R+ / R- / Rh
I Rw I U / RL
VERT(CL): 0.181 N 999 240
Q 1590 !- /-
11023 1495 /404
HORZ(LL): 0.044 J - -
J 1469 /- !-
f770 1447 /-
HORZ(TL): 0,083 J - -
Wind reactions based on
MWFRS
Creep Factor. 2.0
Q Brg Width = 7.3
Min Req = 1.9
Max TC CSI: 0.720
J Big Width = -
Min Req = -
Max Be CSI: 0.976
Beadng Q is a rigid surface.
Max Web CSI: 0.763
Bearing Q requires a seat plate.
Maximum Top Chord Forces
Per Ply (lb.)
Wgt: 245.0 lbs
Chords Tens.Comp.
Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 52 0
E-F 1297 -1727
B-C 211 -105
F-G 1169 -1286
C-D 1391 -2146
G -H 1196 -1525
D - E 1399 -2022
H -1 883 -1256
Maximum Bot Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Q-P 1617-1198
M-L 1461 -863
P-O 1617-1198
L-K 1101 -706
O-N 1837 •1230
K-J 7 -9
N-M 1461 -863
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A-R 0 0
F-L 262 -365
B-Q 477 -259
L-G 300 -88
Q - C 12a2 .2074
L - H Z75 -124
C - O 297 -14
H - K 557 -684
O-E 220 0
K-I 1330 -839
E- N 467 -508
1-J 1037 -1442
F - N 542 -216
responsbinty of euntling DesignereM DonNactar. Moores set autin
Id by TPI entl $BOAere referenced fwgenerel gubance. TPI-1 defirres Me respr
der etl by a ContraaagrIed upon in writlng by d pries inwdved. Tha Spetlalry
I temu ere es tlefined N TPut.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
r Job ' Truss Truss Type Qty I Ply I 1223/2019
77927 A13 COMN I 1 1 2530
l 2g'41) TI.11 -(- 15'D'4 �
eF6 -S6
SEAT PLATE RED.
38'6'8
1�
Loading Criteria (psq
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Slid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: u
FT/RT:10(Ov10(10)
EXP: C Kt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.85 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2-SP #2 :Tl 2x4 SP 2400f-2.0E:
:T4, T5 2x4 SP M-30:
Bol chord 2x4 SP M-30 :B1 2x4 SP #2:
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Puriins
In lieu of structural panels or rigid calling use puriins
'
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 20.38 23.52
BC 104 0.00 38.54
Apply purllns to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psi additional bottom chord live
load In areas with
42 -high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Defi/CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc Vdefl L/# Gravity Non -Gravity
VERT(LL): 0.176 O 999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.408 O 999 240 R 1590 /- /- 11013 /448 1452
HORZ(LL): 0.078 F - - K 1469 /- /- 1764 /427 /-
HORZ(TL): 0.157 F - - Wind reactions based on MWFRS
Creep Factor. 2.0 R Brg Width = 7.3 Min Req = 1.9
Max TCCSI: 0.714 K Erg Width=- Min Req=-
Max SC CSI: 0.994 Bearing R is a rigid surface.
Max Web CSI: 0.997 Bearing R requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 257.6 lbs Chords Tens.Comp. Chords Tens. Camp.
VIEW Ver. 19.01.00A.0618.15 A-B 52 0 F-G 1169 -1246
B - C 1333 -2207 G - H 1236 -1482
C-D 1335 -1957 H-1 1031 -1388
D-E 1354-1874 1-J 1013 -1519
E • F 1204 -1487
-WARNING- Please lhomughly-1-1ho°A-1 ROOF TRUSSES(°SELLER'), GENERALTERMS end CONDITIONS CUSTOMER
Verify design parameters end read notes on Nis Truss Design 1xe 1n9 (TDD) and the Sperlaly Er S—r referenm sheet before use. Unless of
connecter plates shall be used for Ne TDD W be valb. As a T,uss Design Engineering (.e. Spedelty Engineer), the seal en any MD represents.
defined
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
R-Q 438 -468 N-M 1246 -657
Q - P 1897 -1246 M - L 1278 -762
P-O 1657-1026 L-K 30 -31
O - N 1246 -657
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-S
0 0
F-O
483 -310
B - R
1182 -1542
G - M
332 -276
B - Q
1849 -988
M - H
356 -325
Q - C
222 -178
H - L
439 -466
C-P
280 -305
L-J
1356 -796
P -E
3B7 -156
J-K
1025 -1411
E - O
600 -742
IM
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
��rv- v�y�y2522
77927 A14 MONO 1 1
13'0'4 -
ESxS .5X6
E F
Loading Criteria "'i
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0'00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10'00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0'
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3'86 ft
Loc. from end"": not in 9.00
-,
GCpi: 0'18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Hot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or dgid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 18.44 25.58
BC 80 0.00 38.60
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psi additional bottom chord
live load in areas with
42'-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Ne TDD
Z4X4
T
1
De111CSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection in loc L/defl L#f
Gravity
Non -Gravity
VERT(LL): 0.093 M 999 36
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.178 M 999 24
P 1474 /_ /_
1881 /446 1383
HORZ(LL): 0.041 1 - -
I 1474 /- /-
/770 /439 /-
HORZ(TL): 0.079 1 - -
Wind reactions based on
MWFRS
Creep Factor. 2.0
P Brg Width =-
Min Req = -
Max TC CSI: 0.749
1 Brg Width =-
Min Req = -
Max BC CSI: 0.975
Maximum Top Chord Forces
Per Ply (Ibs)
Max Web CSI: 0.579
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 239.4 Ibs
A-B 149 -139
E -F 1185 -1279
B-C 1451 -2151
F-G 1192 -1542
VIEW Ver. 19.01.00A.0618.15
C-D 1256 -1fi99
G-H 849 -1212
D - E 1285 -1639
Maximum Hot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
P - O 1820 -1315
L - K 1423 843
O - N 1820 -1315
K - J 1073 :695
N-M 1866-1222
J-1 3 -6
M - L 1423 -843
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A - P 222 -174
E - K 275 -367
P-B 1369-2145
K-F 302 -92
B-N 160 -51
K-G 292 -130
N- C 282 0
G- J 602 -734
C-M 475 -564
J -H 1341 -856
E - M 529 -233
H -1 1033 -1454
TERMS and CONDITIONS CUSTOMER
r—
Ilneadn
Manuel Martinez, P.E.
fi
field
# 047182
TNdss
4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss Type Cry Ply 12/23/2019
77927 I A15G I SPEC 11 11 I 251s
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Loading Criteria (pant Wind Criteria Code / Mlsc Criteria
DeflICSI Criteria A Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udell L/k Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.260 P 999 360 Lee R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C Vl2RT(CL): 0.505 P 999 257 B 2307 /- /-
/- /1455
BCDL: 7.00 Risk Category: II FTIRT:10(0)/10(10)
HORZ(LL): 0.L - - L 1715 /- /-
/- l995 /-
EXP: C Kt: NA Plate Typ e(s) :
Des Ld:NCBCL 30.00
HORZ(TL): 0.136136 L - - Wind reactions based on
MWFRS
Mean Height: 25.00 ft WAVE, HS
Creep Factor: 2.0 B Brg Width = 8.0
Min Req = 1.9
tion: TCDL: 5.2 psf
L Br Width =-
Max TC CSI: 0.759 9
Min Re q ='
Load Du:
Load Duration: 1.25 BCDL: 4.2 psf
°
Max BC CSI: 0.979 Bearing B is a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearing B requires a seal plate.
C8C Dist a: wall'.
Loc. from an wall'. not in 13.00 ft
Max Web CSI: 0.821
Maximum Top Chord Forces Per Ply (Ibs)
GCpi. 0.18
Wgt. 273.01bs Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 A-B 50 -43
F-G 1314 -2245
Lumber Loading
B-C 2672 -4574
G-H 1203 -2043
C - D 2543 -4428
Top chord 2x4 SP T4 2x4 SP Truss passed check for 20 psf additional bottom chord live load 1 aLoas wM2. _ 3794
0
H -1 899 -1602
I - J 1075 -1853
- : 00f-
BotWe chord 2z4 SP M-30 :B1 2x6 SP 2400r-2.OE: 42°-high x 24'-witle clearance.
Webs 2x4 SP #3
E - F 1454 -2383
J - K 69 -80
:Lt Level Return 2x4 SP #3: Wind
Wind loads and reactions based on MWFRS_ Maximum Bot Chord Forces
Per Ply (Ibs)
Bracing
Right end vertical not exposed
Chards Tens.Comp.
to wind pressure.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B - Q 4048 -2356
O - N 11192 -1123
Special Loads
Q-P 6199 -3768
N-M 1892 -1123
-(Lumber Dur.Fac =1.25 / Plate Dunleac=1.25)
P - O 3308 -2016
M - L 1255 -768
TC: From 52 pfat -2.00 to 52 plf at 3.00
TC: From 26 pif at 3.00 to 26 plf at 5.53
Maximum Web Forces
Per Ply (Ibs)
TC: From 52 plf at 5.63 to 52 plf at 43.10
BC: From 14 plf at 0.00 to 14 plf at 3.03
Webs Tens.Comp.
Webs Tens. Comp.
BC: From 7plf at 3.03 to 7plf at 4.44
A-R 0 0
O-H 304 -161
BC: From 14 plf at 4.44 to 14 pit at 23.52
C - Q 1940 -958
H - M 455 -606
BC: From 44 plf at 23.52 to 44 plf at 29.50
Q - D 1464 -23B4
M - 1 502 -152
BC: From 14 plf at 29.50 to 14 plf at 35.42
D - P 1782 -2927
M - J 498 -190
BC: From 44 plf at 35.42 to 44 plf at 39.70
P - E 856 -372
J -L 1196 -1920
BC: From 14 plf at 39.70 to 14 pif at 43.10
E-O 923-1442
K-L 116 -146
TC: 92lb Cone. Load at 3.03
G - O 621
BC: 97 Ib Cone. Load at 3.03
-201
BC: 6471b Gone. Load at 4.44
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 3.00 5.53
TC 24 21.07 31.96
BC 59 0.15 43.10
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
"WARNING' Please fhomughly reNew the'A-i ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' roan.
Wrif design ne-ra and read notes on this Truss Design Drdwtng(MD)and to Specially Engineer reference sheet before use. UNess otherxise slated mthe TDD, only Alpine
nestorplatesshollbeusedfxd,.TDDtobavalq.A"TmssDeagnEngineenng(.e.SpedalyEnglreer),TesealonairyTDDrepresentsanacceptanmofthepmressionalengin..nn
Manuel Martinez, P.E.
resppnsibillry for the design of No single Tmss deploled on the TDD oNy, antler TPl-1. The design assumptions, loading
cond'Nons, sultabPrty end use dthis Truss torany Building is the
# 047182
responsibtliry dMe Owner, Ne Ownels eulhodied agent orihe Buitling Designer, In the wnteM d Ne IRC, the IaC, Incal building code aM TPI-1. The approval dtha TDD end any field
s dfheTmss,inpludinghandring.s ga,installafionandbrecirtgshallbe0,ne,ponsibilityoftlteaugdingDesigneraodContractor.Allnote,oadatindoToo and lhepmd�sand
4620ParkViewDr
guidelines of Ne Suiming component Safelylnfpr tm(BSCI)WWIshedby TPland SBCAamrefereno f9f ganemlguidance. TP4ldegnes dteresponslbiligeaanddudea of Ne Tmss
Designer, snae'Ity Engireerend Tess Manuh=,r,nlesothe,wlsetlefinedby,Cnb'egmetl upon in wnfing byall path, to oNed. The S,oady Engineer is NOT the
St Cloud, FL 34771
Burdmi, Designer or Truss System Enginaerdany building. Au capirel¢ed teens areas tlafined in TTI.1.
r—aa —1
'NOTE: ALLTRUSSTO WALLANDIDRTRUSSTO
LEDGER CONNECTIONS BY BURDER.
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(UNLESS NOTED OTHERWISE)
0TE:AIRE
'NOTE:ALLCE(INGDPL
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' NOTETHIS TRUSS PLACEMENT DIAGRAM ISM SHOW
TRUSS I.D. ANDTRUSS LOCATION ONLY, THE BUILDING
DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL
STABILfiY OF THE ENTIRE STRUCTURE REFER TO THE
INDMDUALTRUSS ENGWEERW DRAWINGS FOR
GR NATY AND UPLIFT LOADS.
FOR BRACING 5 ERECTION DETAILS REFER TO BCSI-03
AND/OR ENGINEER OF RECORD.
REPRESENTSTHELEFTSIDE
® OF EACH TRUSS DRAWING
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of Wsses, elevations,pnches. ❑REVISEANDRESUBMIT
overtungs,fazGas,cei4ng
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DATE
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rePrenl.,vREVIEWED BY
PLAN MTE ARCH: -/�— STRUCT, -hJ—
CUSTOMER PARADISE HOMES GROUP INC.
JOS NAME THE COX RESIDENCE
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CITY I N. HUTHINSON ISLAND, FORT PIERCE I g
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SEAT PLATE REQ.
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Loading Criteria cp ri Wind Criteria Code / Mlsc Criteria
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 10.00 Speed: 160 mph TPI Sid: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCDL: 7.00 Risk Category: II FT/RT:10(0y10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 37.00 Mean Height: 25.001t WAVE, HS
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.31 fit
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B3 2x4 SP #2:
Webs 2.4 SP #3
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Puriins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 4.54 1.07
TC 24 19.53 33.50
BC 68 0.15 43.10
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
420-high x 24°-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Defi1GSI Criteria
A Maximum Reactions
(Ibs)
PP Defiectkm In loc L/defl L/#
Gravity
Non -Gravity
VERT(LL): 0.229 P 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.434 P 999 257
B 1766 I- /-
/1138 /621 /389
HORZ(LL): 0.073 K - -
K 1646 I- /-
/837 1578 /-
HORZ(TL): 0.139 K -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0
Min Req = 2.1
Max TC CSI: 0.661
K Brg Width =-
Min Req = -
Max BC CSI: 0.950
Bearing B is a rigid surface.
Max Web CSI: 0.920
Bearing B requires a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
Wgt: 273.0 lb.
Chords Tens.Comp.
Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 50 0
F-G 1651 .1995
B-C 2130-3141
G-H 1651 -1985
C - D 2064 -2895
H -1 1344 -1708
D - E 2275 -3268
1- J 120 -75
E - F 1802 -2395
Maximum Bet Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - R 2737 -2057
O - N 2061 -1370
R-Q 4069 -3013
N-M 1479 -925
Q•P 4069-3013
M-L 1479 -925
P-0 2782 -1983
L-K 1152 •811
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A-S 0 0
F-N 192 •245
C - R 1266 -853
G - N 447 -464
R-D 1335-1692
N-H 831 -613
D-P 1109-1313
H-L 250 -267
P-E 618 -369
L-I 545 -213
E - O 810 -963
1- K 1306 -1835
F - O 743 -479
J - K 204 -139
ENERALTERMS and CONDmONS CUSTOMER (•BUYER•) ACKNOWLEDGMENr fmm.
dry Englneerreferenw sheet barore use. Unless Iffi. se stated on the TDD, only Alpine
Ipedalty Engineer), the era)wany TDD rep""" anaccePWmof Ne pmmional engineedn Manuel Martinez, P.E.
itetl o/the lawmRCIBC,iI goral bulWing code anG TPld-tu TheapProval of lhenTDDianid enyfield047162
tyrethe9wldingllesgnerandControao<.Allnaleaseto 1nftTDDandthePredicesana 4620ParkViewDr
referenced farganerel guidarlm. TPI-ldaenea Ne responsibilidw and d=of Ne Truss
x agreed upon Inw 9.9 by eg padies In '. The Specialty Engineer le NOT Ne St Cloud, FL 34771
in TPI-1.
1 Job • Truss Truss Type City Ply 12/23/2019
77927 I TA 7 I COMN 11 11
2502
668 265i 17'11.11 { TT'4--{
s5X8 W3X6 m3X4 m1.5X3
SEAT PLATE REO
Loading Criteria (p q Wind Criteria Code / Misc Criteria
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCOL: 7.00 Risk Category: ll FT/RT:10(Oy10(10)
EXP: C Kzt NA Plate Type(s):
Des Ld: 37.00 Mean Height: 25.00 it WAVE, HS
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0MWFRS Parallel Dist: h to 2h
C8C Dist a: 4.31 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3, T6 2x4 SP M-30:
Bot chord 2x4 SP M-30 :63 2x4 SP #2:
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
TC 24 6.54 9.07
TC 24 17.53 35.50
BC 69 0.15 43.10
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load In areas with
42° high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional CSC member design.
Right end vertical not exposed to wind pressure.
DeflICSI Criteria ♦ Maximum Reactions
(Ibs)
PP Deflection in lot Udefl L/# Gravity
Non -Gravity
VERT(LL): 0.206 P 999 360 Loc R+ ! R- / Rh
/ Rw / U / RL
VERT(CL): 0.390 P "999 257 B 1766 /- P
/1132 1655 1347
HORZ(LL): 0.067 K - - K 1637 /- /-
/830 /636 !-
HORZ(TL): 0.127 K - - Wind reactions based on MWFRS
Creep Factor. 2.0 B Brg Width = 8.0
Min Req = 2.1
Max TC CSI: 0.749 K Erg Width =-
Min Req = -
g B is a rigid surface.
Max BC CSI: 0.974 Bearing
B requirea seal plate.
Max Web CSI: 0.982 Bearins
Maximum Top Chord Forces
Per Ply (Ibs)
Wgt: 263.2 lbs Chords Tens.Comp.
Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15 A-8 50 0
F-G 1881 -2325
B-C 2173-3116
G-H 1672 -2041
C-D 2114-2801
H - 1 1672 -2041
D-E 1943-2680
I-J 1226 -1663
E - F 1881 -2326
Maximum But Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - R 2698 -2076
O - N 2324 -1594
R - Q 3518 -2691
N - M 2324 .1594
Q-P 3518-2691
M-L 1403 -941
P-O 2295-1606
L-K 21 -22
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A-S 0 0
G-M 358 -469
C-R 1181 -819
H-M 329 -343
R-D 1111 -1283
M - 11020 -712
D-P 1165-1314
I-L 518 -571
E-P 658 -351
L-J 1540 -1025
E-O 167 -172
J-K 1229 -1591
0 - G 178 -89
"WARNING- Please thoreuchly review the-A-1 ROOFTRUSSES r'SELLER"1. GENERAL TERMS and CO NDITIONSCUSTOMER
aTruss Cell E�Ineadn ., 3•z���u.�w,.o�o.,.o�.o�...�„o..,..,.,,...F.....,..oW............. ...........z,..r.....
gn n9 .T,, peg,_U pbon),thesealona&TOD,eprefty, ed acdMIsceofNepmfBuIldial1._1edn Manuel04718ez,P.E.
the TDD oily, under TPI-1. Thetlevgn assumptions, loading mndiWns, suitaNlhy and use, pp-lsfwany Building Isd» 047162
rrthe ingd gCosigner, In thecootert MNe ildbtl,e IBC,localbuildingcode end TPI-1. The I ftTlD tha TDDendany find
nd bating shell be Ne resPanslblliry of the Bailtling DesignereM raetreaaf. Mnotes setaut in the TDD end Ne pactlres and 4620 ParkVilew Dr
3SCn published by TPIaM SBCA ere referenosd lorgeneal guidance. TPI-1 de firestheresponsiblli.ufies ofUe Tmss
ss oNeiwlse defined byaCanVaU agreed ppon In wrldng by all paNes Involved. Theapeualry Ee,ginser is NOTfhe .St Cloud, FL 34771
AD capltallzetl teems ere es tlefined in TPI-1.
Iruss type
ury Fly
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SEAT PLATE REQ.
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Loading Criteria (psq
Wind Criteria
Code I Mlsc Criteria
DeB/CSI Criteria
A Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Lldefl LN
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.219 O 999 360
Loc R+ / R- / Rh
I Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.416 0 999 257
B 1766 !- /-
11121 1691 1306
BCDL: 7.00
Risk Category: Il
FTIRT:10(OytO(10)
HORZ(LL): 0.077 K - -
K 1637 /- A
18,8 1704 /-
Des
EXP: C Krt: NA
Mean Height' 25.00 ft
Plate Type(s):
WAVE
HORZ(TL): 0.146 K - -
Wind reactions based on MWFRS
CI- 10.00
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor. 2.0
B Brg Width = 8.0
Min Req = 2.1
Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.848
K Brg Width = -
Min Req =
Spacing:
Spacing: 24.0'
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.901
Bearing B is a rigid surface.
Bearing B requires a seat plate.
C&C Dist a: 4.31 ft
Loc. from endwall: not in 13.00
ft
Max Web CSI: 0.901
Wgt: 253.4 lb.
Maximum Top Chord Forees
Chords Tens.Comp.
Per Ply (Ibs)
Chords Tens. Camp.
GCPI: 0.18
Wind Duration:1.60
VIEW Ver. 19.01.00A.0618.15
A-B 50 0
F -G 1845 -2310
Lumber
B-C 21943
-303
G-H 1845 -2310
Top chord 2x4 SP #2 :Tt 2x4 SP M-30:
C - D 2140 -2668
H - I 1846 -2310
But chord 2x4 SP #2
D - E 2140 -2668
I - J 1846 -1474
Webs 2x4 SP #3
E - F 2149 -2713
:Lt Level Return 2x4 SP #3:
Maximum Bet Chord Forces
Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B - R 2608 -2071
O - N 2717 -1929
Purlins
R-Q 3069-2383
N-M 2717 -1929
In lieu of structural panels or rigid ceiling use purlins
Q - P 3069 -2383
M - L 1262 -883
to laterally brace chords as follows:
P - O 2500 -1835
L - K 9 .11
Chord Spacing(in cc) Start(ft) End(ft)
TC 24 8.54 11.07
Maximum Web Forces
Per Ply (Ibs)
TC 24 15.53 37.50
Webs Tens.Comp.
Webs Tens. Comp.
BC 60 0.15 43.10
Apply puriins to any chords above or below fillers
A - S 0 0
F - M 441 .555
at 24' CC unless shown otherwise above.
C - R 890 -668
H - M 432 -452
Hangers l Ties
R-D 716 -877
M-1 1402 -9a5
(J) Hanger Support Required, by others
D - P 763 -791
E-P 651 -472
1- L 641 .735
L-J 1506 -1047
Loading
E-O 310 -246
O - F 228 -88
J-K 1243 -1607
Truss passed check for 20 psf additional bottom chord live load in areas with
42 -high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
^WARNING" Please ftnbughly review the -A-1 ROOF TRUSSES('SELLER'), GENERAL TERMSand COMMONS CUSTOMER (°BUYER') ACKNOWLEDGMENT' loin.
Venn design pereneterswd readnetes w use Truss Design D,M,g(Too) and the Specially Engines, reference sheet before use. Unless etb,wbs stated w he TDD, wly Alpine
is
mn rpy[ shall be used forNeTDDbbevafid.AsaT,ussDesignErglnIMgQ.e.Sp 1llyE,gineerLftbseonanyTDDrepres—naccaplancedNagofeuionalengines,in Manuel Martinez, P.E.
Iblli f the design offtsingle Truss depidedw the TDDbni'.. er TPI-1.The design essumpdons, loading mndXlws,sultsbluyend use of Nis Trusslcrany Building lithe
responsibilitydthe Owwr, the OwnsYs eullwrizM agedwthe Bugdi,g Design,hNe cpnlmdduheIRC,lbeIBC, lonl buildingcodeand TPl-1. TheapPrevaldNe TDD and airyfieltl #047182
se ftbeTiues,IndudinghaMling,suerege,hebulafionendbrec'ugshallbelheresponsibllily0" BuildNgDesignerendCodrzdor.AOnotessetoutintheTDDendNeprddlceswd 4620ParkViewDr
Dssigns,SpedellyEnglnee endTn Manufeaduns-nleesssC eenx edefinedbyeCon tlagfereedupm�imr ,gbyellpsNesir ,,d.eTheS att Englniee.KNOT�dmeTmu St Cloud, FL 34771
BuldNg Designer or Truss system Engineerd"I building. AD®piusluied teems ereaz defined In 7PI.1.
< Job a
Truss
Truss Type
Qty
Ply
12/23Y1019
77927
A19
COMN
1
1
I
1
zass
r- 1016'8-
2'11.13 { 2511"11
-1-
374 —�
e5X6 m6X6 DT2'12 3X4a SX6 a3X4 =6X6
TT 6 12
p
D E F T3 G HsX4
I T4 J
K N1.5X3
o ^ s.
N/1
7
m.a
IS
-4X6(A2) B
i
11
p3X3 A
B2
1
1
1'
= X8-4X6 3X4 3%8 3X6
e06
]13X6,R)
SEAT PLATE REQ.
43'1'4
Loading Criteria (pap Wind Criteria
Code / Mlsc Criteria Defl/CSI Criteria ♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Deflection in Ioc Udell L/#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0.235 F 999 360 Loc R+ / R- ! Rh
/ Rw ! U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes VERT(CL): 0.446 F 999 257 B 1766 /- /-
/1099 1724 /255
BCDL: 7.00 Risk Category: II
FT/RT:10(Ov10(10) HORZ(LL): 0.079 L - - L 1637 /- /-
/804 f777 I-
EXP: C Kzt: NA
Plate Type(s): HORZ(TL): 0.150 L - - Wind reactions based on
MWFRS
Des Ld: 37.00 Mean Height: 25.00 R
WAVE
Creep Factor: 2.0 B Brg Width = 8.0
Min Req = 2.1
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.676
L Brg Width =-
Min Req= -
Load Duration: 1.25 BCDL: 4.2 sf
P
Bearing B is a rigid surface.
Max BC CSI: 0.963
Spacing: 24.0MWFRS Parallel Dist: h to 2h
Beadng B requires a seal
plate.
C&C Dist a: 4.31 it Max Web CSI: 0.859
Maximum Top Chord Forces
Loc. from entlwall: not in 13.00 ft Wgt: 267.41bs Chords Tens.Comp.
Per Ply (Ibs)
Chords Tens. Comp.
GCPi: 0.18
Wind Duration:1.60
VIEW Ver. 19.01.00A.0618.15 A-B 50 0
F-G 2277 -3078
Lumber
B - C 2241 -3150
G - H 2277 -3078
Top chord 2x4 SP #2 :T3, T4 2x6 SP #2:
C - D 2013 -2812
D - E 1926 -2475
H - I 2277 -3078
1-1 1750 -2328
Bot chord 2x4 SP M-30 32 2x4 SP #2:
Webs 2x4 SP#3
E-F 2396 -3231
J-K 99 .65
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces
Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
S - R 2751 -2125
O - N 2383 -1642
Purlins
R-Q 2785-1987
N-M 2383 -1642
In lieu of structural panels or rigid ceiling use pudins
Q - P 2785 -1987
M - L 964 -697
to laterally brace chords as follows:
P - O 3243 -2255
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.54 39.50
Maximum Web Forces
Per Ply (Ibs)
BC 55 0.15 43.10
Webs Tens.Comp.
Webs Tens. Comp.
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
A - S 0 0
H - O 347 -378
C-R 407 -335
0.1 912 -637
Hangers/Ties
D-R 869 -527
1-M 873 -1059
(J) Hanger Support Required, by others
R - E 565 -676
M • J 1813 -1195
E - P 585 -364
J - L 1268 -1738
Loading
P-F 301 -265
K-L 174 -122
Truss passed check for 20 psf additional bottom chord live load in areas with F - O 175 -231
42"-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
^WARNING" Please NorougNy—iew(he'A-1 11001TRUSEES("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER('BUYER-) ACKNOWLEOGMENT' form.
Ver^ dwlgnpaameters and read notes an Nis Tmss Design OrevAng(TDD)antl(he Spetlalry E,gineer reference sheet before use. UNass atherv+Ise stated an Ne TOO, only Alpne
n eclar Nabs shall be used fw N,TDD to be valid fa a Truss Dasfgn Englmaerin9 0 e• Spa l try Engineer), the seal on any TDD represents en maptanm of (he pmfesslonal engineenn Manuel Martinez, P.E.
responsibilityfw(hedasigoof(M1asl�gle Tmsstlepictatlon N,TDDONy,untlerTP l.Thetleslgnassump6 m.lwdingmntlNons,sullaNliryanduseof( is Trussforany Buildingis the #047182
responsibllity of Me Ownef, the O.meys eulhodzed agent w(he Binding Designer, In the tooted of the IRC, the IBC, Iota bulding wde antl TPI-1. The appmval of the TDD antl anyfeld
INe Tmss, inNuding hendiing. sbrega,instaliation and breG,g shall be Ne respmsibllity of Ne Building Das'gner antl CantraCw.Mnotes setoN in Me TDD antl the predkes and 4620 ParkUew Dr
guidelines ofihe Building Component Satery lydortnatlon jBSCp published by TPl and SBCA are referencatl fwgenerel guidance. TPI-ldefnes Meresponslbllib—ndd.fi—Ithe T.
Designer, Spetlalry EngineareM Tmss ManufacWrer, unless othenNse definetl bye Control(egreetl upon invrtinng by all paNes lnwNed. The Speoapy Engineer is NOT the St Cloud, FL 34771
Bulding Designer or Trio System E,gineerol e,ry builtling. AD capitalized lem,s are es darted in TPI-1.
uoo INss Iruss type pty Ply 12232019 r
77927 A20 COMN 1 1 e 2493
9' -{-
326-
rT:j
o6X8 =3X4a3X6
1111.5X4 m4X6 a3X4
C D E
T ,2
g �
F G H
I T4
J fl1.5X3
TT
-i E4X6(A2)B
1
�l
p3X3 A R B1 Q P O
1' ®1.5X3 =3X6 e4X4
N M L
a3X10 aagX6 a4X8
K
013X6(R)
SEAT PLATE RED.
43'1.4
Loading Criteria /pap
Wind Criteria
Code I Mlse Criteria
Def1ICSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.312 F 999 360
Loc R./ R- I Rh
I RW / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.590 F 873 257
B 1766 /- I-
/1080 1787 223
BCDL: 7.00
Risk Category: Il
FT/RT:10(0)110(10)
HORZ(LL): 0.080 C - -
K 1637 /- A
1775 /867 /-
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.152 C - -
Wind reactions based on
MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
B Brg Width = 8.0
Min Req = 2.1
NCBCLL: 10.00
TCDL: 5.0 psf
Max TIC CSI: 0.676
K Br Width = •
9
Min Re -
q - -
Load Duration: 1.25
BCDL: 4.2 psf
Bearing B is a rigid surface.
Spacing: 24.0
MWFRS Parallel Dist h to 2h
Max BC CSI: 0.965
Bearing B requires a seat plate.
a: dwaIV. ft
C&C fro. not in 13.00
Loc. from en1:
it
Max Web CSI: 0.993
Maximum Top Chord Forces
Per Ply (Ibs)
018
GCpI: 0.18
Wgt: 225.4 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration:1.60
VIEW Ver, 19.01.00A.0618.15
A-B 50 0
F-G 2661 -3812
Lumber
B-C 2020-3034
G-H 2561 -3812
Top chord 2x4 SP M-30 :T4 2x4 SP #2:
C - D 2645 -3754
H -1 1928 -2741
Bot chord 2x4 SP M-30 :Bi 2x4 SP #2:
D - E 2661 -3812
I - J 39 -33
Webs 2x4 SP#3
E-F 2661 -3812
:Lt Level Return 2x4 SP #3:
Maximm Bot Chord Forces r Ply (Ibs)
uT
Bracing
Chords Tens.Comp.
Chords Tens. Comp,
(a) Continuous lateral restraint equally spaced on member.
B - Q 2610 -1895
N - M 2814 -19M
Pur)ins
Q-P 2614-1893
M-L 2814 -19M
In lieu of structural panels or rigid ceiling use puriins
P - O 2614 -1893
L- K 546 -395
to laterally brace chords as follows:
0 - N 3787 -2607
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 41.50
Maximum Web Forces
Per Ply (Ibs)
BC 58 0.15 43.10
Apply pudins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24" OC unless shown otherwise above.
A - R 0 0
N - H 1149 .776
C-Q 298 0
H-L 938 -1139
Hangers/Ties
C-0 1306 -856
L-I 2538 -1694
(J) Hanger Support Required, by others
0 - D 487 -529
1 - K 1190 -1614
D-N 56 -66
J-K 73 -57
Wind
F -N 442 -474
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
"WARNING" Pleaaa thoroughly review the'A-1 ROOF TRUSSES (-SELLER`). GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOw DGMENT'farm.
'an¢design parameters end readnotesoni1, Truss DesignDrawing(rDD)end Ne Spedatty E,gineerreferencesheetberoreuse.UNessotirery staledon Ne TDD, any Alpine
an ctorplatessha0beu orV,aToo . avalid. As a Tian DeslgaEnginaemg(I.e.spedalty Eat lneer),NesealonanyTDOrepresanbanacceptencaoftlrepmfessionalenginaerin Manuel Martinez, P.E.
.possibilityforpredeslgnofthesingle Tmndepict mNe TDDady,underTPI-1. The design essumpdon9, loading mntlNons,sultablliy and us99of Ws Truss fprany BUJding is Ne 'W 047182
uponabilityof the Ownen Ne O+mets auftp d agent w Na BuOd'ug Designer, 1, wnext of the IRC, the lBG brat building wde e,M W".The pprevd of the Too and any said
s of Ne Truu, inducting M1a,Wiing, storage, instillation antl bredng shall be Ne respartdb0iry ot(he Building DedgnereM Co-- All notes set oN In the Too and Ne predkes antl 4620 ParkUew Dr
'delines of the Building Composes Safety lnfoimetiw(BSCp puNisM1ed bYTPl antl SBCA are referenced fargenerel gultlanw. TPI-idefinesiheresponsibilitlesendtlWesollhe Toss
esig,SpWaltyErginearendTrussManufamrer,unlessaNenvisedefin¢tlby,Co degreeduponin"t.gbyelipaneslnvolyed.TheSPadaityEngiaeerlsNOT gre S(Cloud, FL34771
d u deg OeslgnerarT—System Engineer ybMdi Nanns. AD l¢ed rzptiteems ere as efined 0 TPI.1.
f Job • Truss Truss Type
City Ply
122312019
77927
A21
COMN
1
1
I
2487
j- 10, 3' —}
391'4
-
D=5X6
12
T
m1.5x4 -
T3
m1
O
T
6 p
g�
F G
H
I
91.5X3 C
(a)
(a)
(a)
-4X6(A2) B
-j
g3X3 A
P O
N ML 1
K
6J
1
l
Q
ins m7X6(R)mH0308
a3X8 -H0308
ss6X1O
SEAT PLATE REQ.
43'1'4
Loading Criteria (pe0
Wind Criteria
Code I Misc Criteria
DefIICBI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In loc L/de0 L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.501 F 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.949 F 543 257
B 1766 /- /-
/1051 7730 /244
BCDL: 7.00
Risk Category: II
FT/RT:1O(0)/1O(10)
HORZ(LL): 0.134 D - -
J 1637 /- I-
1781 1915 /-
EXP: C KA: NA
Plate Type(s):
HORZ(TL): 0.254 D - -
Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 25.00 it
WAVE, HS
Creep Factor: 2.0
B Br Width = 8.0
9
Min Re 2.1
q=
NCBCLL: 10.00
TCDL: 5.0 sf
P
Max TC CSI: 0.750
J Width
Min Req=-
Load Duration: 1.25
BCDL: 4.2 sf
P
ing a rigid
Bearing B surface.
Spacing: 24.0'
MWFRS Parallel h l0 2h
Max BC CSI: 0.839
gearing B requires a seat
r a
plate.
plate.
C&C Dist a: 4.31 ft
it
Loc. from not In 13.00
fl
Max Web CSI: 0.839
Wgl: 224.0 Ibs
Maximum Tap Chord Farces Per Ply (Ibs)
Chords Tens.Comp. Chards Tens. Comp.
pi: 0.1l:
GCpi: 0.18
Wind Duration: 1.60
VIEWVer. 19.01.00A.0618.15
A-B 50 0
E-F 3498 -5030
Lumber
g-C 2271 -3183
F -G 3498 -5030
Top chord 2x4 SP #2 :T3 2x4 SP M-30:
got chord 2x4 SP M-30
C - D 2032 -2868
D - E 2081 -2828
G - H 2O73 -3018
H -1 2073 -3018
Webs 2x4 SP #3 :W6 2x4 SP 42:
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on member.
B - P 2786 -2173
M - L 4594 -3159
P-O 4155-3018
L -K 4594 -3159
Purlins
O -N 4155-3018
K-J 21 .16
lieu of structural panels or rigid ceiling use pudins
N - M 4594 -3159
ln
o laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
Maximum Web Forces
Per Ply (Ibs)
TC 24 13.00 43.10
Webs Tens.Comp.
Webs Tens. Comp.
BC 56 0.15 43.10
Apply pudins to any chords above or below fillers
A-Q 0 0
N-G 481 -374
at 24' OC unless shown otherwise above.
C - P 393 -308
G - L 229 0
D - P 2201 -1466
G - K 1202 .1744
Hangers l Ties.
P-E 1916-2566
H-K 515 -527
(J) Hanger Support Required, by others
E-N 970 -639
K-1 3303 -2266
F- N 479 •494
1•J 1176 -1589
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
-WARNING- Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
Vent' design parematers and reatl nMes on Ws Tmss Design D,awing (m0) and Ne Spedalty E,girear referenm sheet before use. Unless othenNse statetl m Ne TDD, oNy Alpine
n eapbiRyfesshail be usatl fro Ne TODbbe valid. AsaT,To nly,Englmet--.The. designry-pt.r), leading
seairy TDD rep,e, endn nlin�of Me pnsfesslon g en0ineeivl Manuel Martinez, P.E.
-pen. lily rthe desl0n of dm single Truss depicted on the TOOonly,antler TPl-1. assumptions, loadin0 mndidms, suiubility end
assof this Trussfareny BuildingUNe
responstlliry ofNe Owner, the Ownefa auflwdretl agent or Ne Bugdi,g Designer, in Ne mnteN of the lRC, NeIBC, loml building rode antl TPl-1. The6ppreval of the TDD end e,ry field g047162
us f the T1uss, inautling handling, storage, insbliation and breang shall be fha responsiblliry of the Bulltling Designerand Cmtractor. M notes set out In Ne TDD antl the Pactices antl 4620 ParkYew Dr
guldslinesofihe Building Component Salary lnformatlm(BSC1)publ1sh.d by TPland SBCAarerefarenmdforgene,algultlarlm. TPI-1deMes Ne responsibllifes end duties efthe Truu
Designer, Speaalty Engineer and Tmss Manufacturer, unless olh,— defined by a Conbaa a,yesd upon In wrong byeil perfes lnv d. The Speaaily Engineer is NOT fhe St Cloud, FL 34771
9u0dmg Designer vTmss System Engineerofeny buildi,g. All mplielired te,me ere ea defned in —1.
aoo Imss Iruss type Lny Fly 12J23r2U19
77927 A22G COMN 1 3 2617
r
22ro'12
123n 1 123n 3q 1231E
+ 2•—j—r—}-2-3—r—j-1
123u 3� 123# x( 123#
r—2—j—z•—t—r—j-2-
—10'-1-5'
}
26.1'4
® 6
12 T2 E
F a6XB(R)
G-4 T3
T 6 ldX60
H �1101312
-SX4 e3Xa e5%6
®4X10
05X(R) C
-
#X10R)
K M
N O aP
T,
o$5X6(A9R a
®3X3 A AA Z
Y X
W V U T
W
W11�
bI
s R O
a
1• a2X4 a4%10(R)
SEAT PLATE REe.
c]%6 a10X10
e3X4 101.5X4 a140710M4Xe
a5X10 I13X10
�2' 1 T } e' } 14-5.4 -i isle'
j
6'11'4--1•-1
+
i
7�i i di i
51 ]� ]�i i i 764i
7 76#
55#
155fi# ]6#i 76# 76q ]6# ]N
Loading Criteria (psf)
Wind Criteria
Code I Misc Criteria
De01CSl Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity
Nan-Gravily
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.716 J 719 360
Loc R+ ! R- ! Rh
! RW / U / RL
13CLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1A30 J 360 257
AD 3540 /- /-
I- /1636 /-
BCDL: 7.00
Risk Category: It
FT/RT:10(Ov10(10)
HORZ(LL): 0.182 F - -
Q 3915 P /-
/- /2043 /-
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.364 F - -
Wind reactions based on
MWFRS
Mean Height 25.00 ft
WAVE, HS
Creep Factor. 2.0
AD Brg Width = 8.0
Min Req = 1.5
NCBCLL: 10'00
TCDL: 5.0 psf
Max TC CSI: 0.608
Q Big Width =-
Min Req = -
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.654
Bearing AD is a rigidsurface.
Spacing: 24.0'
MWFRS Parallel Dist: 0 to h/2
Bearing AD requires a seat plate.
seat p
a: dwa ft
C8C from
Loc. from endwall: not in 13.00
ft
Max Web CSI: 0.914
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
*1.
Wgt: 961.8lbs
Chords Tens Comp
Chords Tens. Comp.
Wind Duration:
VIEW Ver. 19.01.00A.0618.15
A-B 17 -14
I-J 2686 -5795
Lumber
Hangers l Ties
B-C 1067 -24"
J-K 3046 -6698
Top chord 2x6 SP #2:T1 2x4 SP #2:
(J) Hanger Support Requiretl, by others C- D 1250 -2893
K- L 2773 -5580
:T2 2x6 SP 2400E-2.OE:
D - E 1070 -2442
L - M Z773 -5580
ELSE:
Loading E - F 204 -434
M - N 2773 -5580
Bot o d 2x8 S
Bol chord 2x8 SP 2400f-1.BE :B2 2x4 SP #2:
F - G 33 89
Live loads applied In combination per ASCE 7 sec. 2.4.1 use 0.7 f torfor Iti
� 0446
14.0 1284 -2470
Webs 2x4 SP #3:W5, W10 2x4 SP #2:
:W7 2x8 SP 2400f-1.8E:
live loads.
H -1 1505 -3462
O - P 1284 -2470
:W11 2x6 SP #2:
Attic room loading from 7-0.0 to 13-M: Live Load: 40 PSF. Dead Load: 10 PSF
:Lt Level Return 2x4 SP #3:
Ceiling: 10 PSF, Kneewalls: 10 PSF Maximum But Chord Forces
Per Ply (Ibs)
Truss checked for 60# movable concentrated load along Top Ci'eArbgtw� Comp.
Chords Tens. Comp.
Bracing
6-6-12 to 13-1-12, concurrent with design gravity loads.
(a) Continuous lateral restraint equally spaced on member. B-AA 2185 -946
V-U 6455 -3W9
Wind AA-Z 2168 -939
U-T 6455 -3089
Nallnote
Wind loads and reactions based on MWFRS. Z-Y 2516-1089
T-S 4351 -2221
Nail Schedule:0.131"x3", min. nails
Right end vertical not exposed to wind pressure. Y-X 5501 -2446
S - R 4351 -2221
Top Chord:I Row@11.75"o.c.
X-W 6650-3027
R-Q 26 -15
Bot Chord: 1 Row @12.00' o.c.
W - V 6455 -3089
Webs : 1 Row @ 4" o.c.
Repeat nailing as each layer is applied. Use equal
sparing between rows and stagger nails in each row
Maximum Web Forces
Forces
Per PI Ibs
(
to avoid splitting.
Webs Teneb
p
Webs Tens. Cora p.
Plating Notes
A -AB 0 0
J- W 397 -154
All plates are 1.5X3 except as noted.
C -AA 352 -790
C - Z 589 -232
W - K 293 0
K - V 131 -17
(")1 plate(s) require special positioning. Refer to scaled
plate plot details for Z-D 958 -360
K-T 355 -g83
special positioning requirements.
E-AC 1062-2502
T-N 1378 -618
AC- F 1176 -495
L - T 165 .162
Purlins
AC-G 1166 _2750
N-S 135 -20
ln lieu of structural panels or rigid ceiling use puriins
H -Y 2994 .12,80
N - R 1051 -2110
o laterally brace chords as follows:
Y -1 2242 .4935
O - R 167 -171
Chord Spacing(in oc) Start(ft) End(ft)
I-X 1148 -544
R-P 2707 -1406
TC 24 15.00 43.10
BC 120 0.15 43.10
X - J 502 -994
P - Q 662 1240
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at 24"
oc. or rigid Ceiling.
-WARNING" Please thomgWy reNew the'A-1 ROOF TRUSSES (-SELLER'). GENERAL TERMS end CONDITIONS CUSTOMER ('BUYER-) ACKNOAIEDGMENP fora,.
VM design paramatemand read mWs m WS Truss Desig Drawng(TDD)end the Speoalty E,gineer refUenm steel beforeuse. UNeaz oM.Wd stated m Me T00, mty Alpine
ran actor plates shall be used for Me TDD to be valid. AsaTreaz Oe4gn Engireering(i.e. Spadairy Engineer), the seal gnairy TDD 2preaentsan acceptanmof Meprofessional engineedn
resporlsibJityfor the design of Me single Tunsdmictetl an Me TOD oNy, under TP41. Thetlesign azsumpfoiu,Imtling mn2'suI bI1 ryenduseof this Tmsa forany BUJding Uthe
Manuel Martinez, P.E.
g047162
responsibility of the 0—, Me Owneh authorized apn-Me BufdiNg igner, in tha contextof Ne IRC, McIBC,1=1 building code and TPI-1.T,—pp-0,fMa TDDendanyfeld
us'u,eTiuss, intluding hantlling,storage, installation antl bmdig shall be Me respmslbfiry of Ne BuOding Designerend ComlaCar. Allnotazse hMeTDDend Mepmtlkesand
4620 ParkView Dr
guidelines dpi tyllding Compment Safety lnfortna5m(BSCn puNisbedby TPland SB...g.ferencetlforgeneralguidanm. TPI-d. ThsMe responslbJifess NOT ies pfNe Toss
Designer, Spedalry ErgNeer andTuss Manufacturer, unless oNenWsa daf ed byaContrectegreed upon inwdting by ell paAes involved. TheSmtlalry Engirearis NOT Ma
St Cloud, FL 34771
e IJob Truss Truss Type City Ply 12/23/2019
77927 I B01G I HIPS 11 11 2474
aBba �( Is. 31 aun++
Tfr6 �j�-2'PB{ r74 t 174 }-E-1
VSXB vgx4TZ E.
C D E
2
T T
6 2
i7 b
- a4XB(A2)B Fa4XE(A2) I
1 a1.E.(R)A J H av1.5X3(R) 11
vDxd vHm 8 v3Xd L
1;8 1;8
a --RE. a-l-reaED.
21'd•
321p
lid 11Op lid 321g
Loading Criteria (p ri Wind Criteria
Code I Misc Criteria
DefflCSl Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): -0.177 D 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C gERT(CL): 0.222 D 999 240 B 1882 /- !-
/- 11639 /-
BCDL: 7.00 Risk Category: ll
FT/RT:10(Ov1O(10)
HORZ(LL):-0.068 H -
- F 1882 I- 1-
/- 11639 A
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.085 H -
- Wind reactions based on
MWFRS
Des Ld: 37.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor. 2.0
B B Width = 8.0
r9
Min Re 2.2
q =
NCBCLL: 10.00 TCDL: 5.0 sf
P
Max TC CSI: 0.756
F Brg Wtlih=8.0
Min Req=2.2
Load Duration: 1.25 BCDL; 4.2 sf
P
929
Max BC CSI: 0.929
Bearings B & F are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
Bearings B & F require a
seat plate.
C&C Dist a: 3.00 it
Max Web CSI: 0.307
Maximum Top Chord Forces
Per Ply (Ihs)
Loc. from endwall: not In 9.00
Wgt: 106.4lbs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 50 -51
D-E 2583 -29M
Lumber
BC 2944 -3364
E-F 2944 -3365
Top chord 2x4 SP M-30 :T2 2x4 SP #2:
C -D 25a3 -29M
F-G 50 -51
got chord 2x4 SP M-30
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs) .
:Lt Level Return 2x4 SP #3:
Chords Tens.Comp.
Chords Tens. Comp.
:Rt Level Return 2x4 SP #3:
B-J 2917 -2539
I-H 3213 -2870
Special Loads
J - I 3213 -2870
H - F 2917 -2539
-(Lumber Dur.Fac. 1.251 Plate DunFac.=1.25)
TC: From fit pif at -2.00 to 62 plf at 7.00
Maximum Web Forces
Per Ply (Ibs)
TC: From 31 pif at 7.00 to 31 plf at 14.33
Webs Tens.Comp.
Webs Tens. Comp.
TC: From 62 pit at 14.33 to 62 plf at 23.33
BC: From 14 pif at 0.00 to 14 pif at 7.03
A - K 0 0
D - H 418 -334
BC: From 7 pif at 7.03 to 7 pif at 14.30
C - J 805 -521
H - E 805 -521
BC: From 14 plf at 14.30 to 14 Of at 21.33
J -D 418 -335
L-G 0 0
TC: 334 Ib Conc. Load at 7.03,14.30
-
TC: 183 Ib Conc. Load at 9.06,10.67,12.27
BC: 321 lb Conc. Load at 7.0314.30
BC: 1101b Conc. Load at 9.06: 1 0.67,12.27
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 14.33
BC 49 0.15 21.19
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
TERMS and
laby Eninder).w�.�.�.o.,,o......��r...o
R Engineer),loasealonanyTDDrepresenLn and uacaapbanceofM...)eSurdungengineedn Manuel Martinez, P.E.
dMurepucna IBC.I, condi8ona.au'aaFui Wl.i.sl o..psT-f-1 f ffi.M undfegia f, # 047182
e IRC, Me IBC, Ioral Fainting coda ant TPI.1. TFa epp�pval of Ne TDD and any fieltl
'in, onandf,gs raraodConl, TPIAunoleson,rulmNeIIU.s dub dfcesam 4620ParkUewDr
rererenosd forgenerel guldenca. TPI-1 defines Ne respoEn,ldldes and *Tuna of Me Truaa
reed upon In vrtiting by all parties invdved. TFe Spedalry Engineer Is N0T Ne St Cloud, FL 34771
JOO
77927
I Nee I I MUSS t ype
B02 HIPS
Wry I Wy 11[z'S6uTe
2605 I 1
j9' 3'4' 9'�
SEAT PLATE REQ.
Loading Criteria (psq
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCOL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ItWAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Los" Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0'
MWFRS Parallel Dist: 0 to IJ2
C&C Dist a: 3.00 ft
Loc. from an wall. not in 9.00
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 24001•2.OE :T2 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP 43:
:Rt Level Return 2x4 SP #3:"
Puriins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
TC 24 9.00 12.33
BC 79 0.15 21.19
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42'-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design
M..=..I -o
SEAT PLATE REQ.
21'4'
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in Ioc Udell L/#
Gravity Non -Gravity
VERT(LL): 0.092 I 999 360
Loc R. ! R- ! Rh / Rw 1 U / RL
VERT(CL): 0.180 I 999 240
B 927 /- /- /591 /675 1245
HORZ(LL): 0.049 D - -
E 927 /- I- /591 /675 1-
HORZ(TL): 0.091 C -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.763
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.999
Bearings B & E are a rigid surface.
Max Web CSI: 0.081
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 95.21bs
Chords Tens.Comp. Chords Tens. Comp.
VIEWVer. 19.O1.00A.0618.15
A-B 50 0 D-E 813 -1188
B-C 813-1188 E-F 50 0
C - D 866 .961
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - I 958 -477 H-G 961 -476
I - H 961 -476 G - E 958 -477
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-J 0 0 G-D 212 -45
C-I 213 -46 K-F 0 0
TERMS end CONDITIONS CUSTOMER
a pw'61."n engineerin Manuel Martinez, P.E.
trenyaNleingie 0e 047182
he Too antl anyfield
pnemep=.=pre 4620 ParkView Dr
,,NOTUGine°r"1BT°'�' St Cloud, FL 34771
IJob Truss Truss Type Oty Ply 1223/2019 2715
77927 IB03 COMN 12 1
I-1o'6• 101e• —{
Dania
SEAT PLATE REQ.
SEAT PLATE REQ.
21'4'
r- I
Loading Criteria (Psf)
Wind Criteria
Code I Mlsc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.0471 999 360
Loc R+ / R- 1 Rh 1 Rw I U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.088 1 999 240
B 927 /- 1- /584 1405 /277
BCDL: 7.00
Risk Category: II
FT/RT:10(OY10(10)
HORZ(LL): 0.021 H
F 927 /- I- /584 1405 /-
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.038 H - -
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.471
F Brg Width 8.0 'Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 sf
P
Max BC CSI: 0.276
Bearings B 8 F are a rigid surface.
Spacing: 24.0 °
MWFRS Parallel Dist: h2 to h
Bearings B 8 F require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.276
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 103.61bs
Chords Tons Comp'Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A -B 50 0 D-E 646 -990
Lumber
B-C 844-1351 E-F 844 -1351
Top chord 2x4 SP #2
C - D 646 -990 F - G 50 0
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Sot Chord Forces Per Ply (Ibs)
:Ll Level Return 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
:Rt Level Return 2x4 SP #3:
B - I 1156 -556 H-F 1156 -602
Pudins
I-H 1156 -602
In lieu of structural panels or rigid ceiling use pur ins
to lalemlly brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
BC 103 0.15 21.19
Apply puriins to any chords above or below fillers
A- J 0 0 I - E 401 -373
at 24° OC unless shown otherwise above.
C -1 401 -373 K - G 0 0
D -1 532 -189
Wind
Wind loads based on MWFRS with additional C&C member design.
Please thoroughly mvle the-A-1
lers end read notes w thls Tuss ❑
beusedfw Me TDDlob-4d. A
TERMS
Manuel Martinez, P.E.
# G47182
4620 ParkView Dr
St Cloud, FL 34771
,4,0�A-1 ROOF
=TRUSSES
AFLORIDACORPORAnON
RE: Job 77927
Lumber design values are in accordance with ANSIfTPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
rqi a -(0 CfI �L--
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FI aegan
Customer Info: PARADISE HOMES GROUP Project Name: COX RESIDENCE
Lot/Block: Model:
Address: 123 QUEEN FREDERIKA COURT, NORTH HUTCHINSON ISLAND, FL
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads OndMdual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 77 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2465
A01G
12/23/19
13
2530
A13
12/23/19
25
2715
B03
12/23/19
2
2502
A02
12/23/19
14
2522
A14
12/23/19
26
2536
B04
12123/19
3
2505
A03
12123/19
15
2516
A15G
12123/19
27
2596
B05
12123119
4
2508
A04
12123/19
16
2505
A16
12/23/19
28
2593
B06
12/23/19
5
2511
A05
12123119
17
2502
A17
12/23/19
29
2581
B07
12/23/19
6
2517
A06
12123/19
18
2499
A18
12/23/19
30
2467
B08G
12/23/19
7
2520
A07G
12/23/19
19
12496
A19
12123/19
31
2545
B09G
12/23/19
8
2526
A08
12/23/19
20
2493
A20
12/23/19
32
2573
B10
12/23/19
9
2529
A09G
12/23/19
21
2487
A21
12/23/19
33
2469
CO1G
12123/19
10
2532
A10
12/23/19
22
2617
A22G
12123/19
34
3059
CA
12/23/19
11
2535
All
12/23/19
23
2474
B01G
12/23/19
35
2478
CAA
12/23/19
12
2533
Al2
12/23/19
24
2605
B02
12123/19
36
2524
CAB
12/23/19
The truss drawirg(s) referenced have been prepared byAlpim Erxjneemd Pmducts, bic. undermydirectsupervisim based m the parametersprovided byXI Roof Trusses, Ltd.
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021.
NOTE:The seal on these drawings indicate acceptance of professional engineering
responsibility solelyforthetruss components shown.
The suitability and use of components forany padiwlarbuilding is the responsibSRy ofthe building
designer, perANSVfPI-1 Sm Z
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Sbuctural Engineering Documental provided bythe Building
Desig ner indicating the nature and character ofthe work.
The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to attbnes as'Sbuducal Delegated'
Engineering Documental are specialty structural component designs and may be pad ofthe projed's
deferred orphaned submittals. As a Truss Design Engineer (Le, Specialty
Engineer), the seal hem and on the TDD represents an acceptance of professional engineering
responsiriltyforthe design ofthe single Truss depleted on the TDD only. The Building Designeris
responsibleforand shall coordinate and review the TDDs for
compaublitywth the'awriten engineering requirements. Please review all TDDs and all related notes.
Manuel ftMatuelsigned
Marti ezy
Marto3 09� 05'00'3
iez, RE
34771 FEB 1 9 7n?n
Page 1 of 2
Permitting Department
StLucie County, FL
s lype VTy Hy 12/2:i(1U19
77927 B04 HIPS 1 1 2536
10'28 !III i 10'28 �
e5x6a5X6
D E
SEAT PLATE RED.
L
Loading Criteria (�0
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
13CLL: 0.00
Enclosure: Closed
Risk Category: II
Rep Factors Used: Yes
FT/RT:10(Ou10(10)
BCDL: 7.00
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
..an Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0"
MWFRS Parallel Dist h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 42
got chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.21 11.13
BC 102 0.15 21.19
Apply puriins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
-1.5X3(R)
SEAT PLATE RED.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too Well LI#
Gravity Non -Gravity
VERT(LL): 0.047 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.087 J 999 240
B 926 /- I• /587 1406 1268
HORZ(LL): 0.0211 - -
G 926 /- I- /587 /406 f-
HORZ(TL): 0.039 1 -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.564
G Brg Width = 8.0 Mln Req = 1.5
Max BC CSI: 0.976
Bearings 138 G are a rigid Surface'
Max Web CSI: 0.276
Bearings B & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 109.2 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 50 0 E-F 673 .1012
B - C 886 -1371 F - G 886 .1370
C-D 673 -1013 G-H 50 0
D - E 681 -835
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 1178 -600 I-G 1178 -647
J-1 835 -272
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-K 0 0 E-I 256 -96
C-J 409 -374 I-F 408 -373
D-J 270 -91 L-H 0 0
CONDITIONS CUSTOMER
sheet before use. UNess ath
Is NOT N.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
JOO - NSS ype ury rIy <Jt<uIy 2596
77927 B05 COMN 1 1
r 87e -i 14'-1{10' —j
SEAT PLATE REM SEAT PLATE REQ.
21'4'
2' —
Loading Criteria 1psq
Wind Criteria
Code I Mlsc Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
F1/RT:10(0)/10(10)
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to In
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Purilns
In lieu of structural panels or rigid ceiling
use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft)
End(ft)
TC 24 8.21
9.54
BC 101 0.15
21.19
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
sMfl be used forth. Too to
�----2---1
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L#t
Gravity Non -Gravity
VERT(LL): 0.044 1 999 360
Loc R+ I R- / Rh / RW I U I RL
B 927 I- /- /585 1404 1265
VERT(CL): 0.081 1 999 240
HORZ(LL): 0.0191 - -
G 927 /- /- /586 /404 A
HORZ(TL): 0.035 1 - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.720
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.978
Bearings B & G are a rigid surface.
Max Web CSI: 0.277
Bearings B & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 113.4 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 50 0 E-F 722 -1030
B - C 801 -1238 F - G 962 -1391
C-D 836 -1013 G-H 50 0
D-E 750 _an ,
-A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER
ss Deslpn Drawing CmIn and Ne S—IN Enal—referenm sheet before use. Un—o1h.
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1014 -477 I - G 1202 -720
J-1 986 -445
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
A- K
0 0
E- I 539 -327
C-J
218 -92
I-F 395 -377
J -D
165 -237
L-H 0 0
D-1
348 -345
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
ss type uty Yly 11J232019 2593
77927 B06 COMN 1 1
I 678---i--39'8 } 10'(
EEnve
SEAT PLATE RED. SEAT PLATE RED.
A 21'4'
I-2'
Loading Criteria (psq
Wind Criteria
Code / Mlsc Criteria
Defl/CSI Criteria
♦Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 _
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.051 1 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.094 1 999 240
B 927 /- /- /583 /404 /265
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
HORZ(LL): 0.021 1 - -
G 927 /- I- /583 /404 /-
Des Ld: 37.00
EXP: C Kzt: NA
..an Height: 25.00 ft
Plate Type(s):
WAVE
HORZ(TL): 0.039 1 - -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor. 2.0
B Br Width
9 = 8.0 Min Req = 1.5
Duration: 1.25
psf
Max TC CSI: 0.565
G Brg Width = 8.0 Min Req = 1.5
Spacing:
Spacing: 24.b •
MWFRBCDLS Parallel
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.282
Bearings B & G are a rigid surface.
C8C Dist a: 3.00 ft
Max Web CSI: 0.287
Bearings B & G require a seat plate.
Loc. from endwalk not In 9.00
Maximum Top Chord Forces Per Ply (Ibs)
GCpl: 0.18
W9t: 112.0 Ibs
Chords Tens.Comp. Chards Tens. Comp.
VIEW Ver 19 01 OOA 0618 15
A- B 50 0 E - F 749 -1032
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Purlins
ln lieu of structural panels or rigid ceiling use puriins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.21 7.54
BC 101 0.15 21.19
Apply puriins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
B-C
888-1315
F-G 984 -1390
C-D
901 -1126
G-H 50 0
D - E
777 -990
Maximum
Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - J
1101 -599
I - G 1201 -739
J-1
1169 -661
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
A-K
0_ 0
E-1 542 -307
C-J
290 -163
I-F 398 -373
J-D
223 -203
L-H 0 0
D -1
452 -438
"WARNING^ Please thoroughly review Ne'A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER-) ACKNOWLEDGMENT' fp
'ed^ design paarre[ers end road nolas an Nis Truss DesignDmting(rDDJ anti tha Spedaly Eigineerreferenca sheet before use. Unless othervAsa stared on the TOD, Dory Alpine
n edar plates shall be used fo ,TDD to be valid. Ane buss Design Enginewing(I.e. Spedalry Erglneer), Ne seal on eny TOD represents an axeplanre orthe pmlasslonal enginesrin Manuel Martinez, P.E.
:io 1bi ftyfwthedestgn o/the sLigle Truss tl,0l 1pn dre TDD ONy,underTPl-1.T,,dsign essumpgons.Ioatling mnditbns, suitabiuy end use MNis Trvsstorany auudin is are
:s..btiiry Wthe Oaner,Na Dwnals evUiodzed agent grthe Build ing p_,tinen in the rontengllhe lRC,MeIBC, 1, buildin
g rode aM TPI-1. Ti,.eppreval of fire TDD and M"d ii<647162
or Ne Truss, Intlutling handling,starege, InsWlation anti brzdrg shag he the raepondblliyol Ne Bugling Oeslgnerantl Cantrsdor. All notes set out lnme TDD end Me practices anti 4620 ParkVew Dr
l slgnw.Speclaty Eundl�neerend Tuts Manuradurer�un(Im OM,emise d.`21annki by _are releranmdragennena�gu'darNe. TPI-1 tlefines the respansibilitiesand duties of the Tuss St Claud, FL 34771
g y n9 by Canbadagreed upon in-Ii b ell parties lmolved. The Spedalty Engineer is NOT the
and hmg'pgesgogrper�ir Tsss�emRinaeror aNnY�i�dhgM�mpltalized te�msa�estlefinedlTPl-1�A.t RmtThx�u
joo - ype
77927 607 COMN
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SEAT PLATE REO.
Loading Criteria tpsq
Wind Criteria
Code I Mlsc Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
FT/RT:10(Ou10(10)
Plate Type(s):
Des Ld: �37.00
Mean Height: 25.00 R
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to In
C&C Dist a: 3.00 R
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Retum 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords
as follows:
Chord Spacing(in
oc) Start(R) End(R)
TC 24
4.21 5.54
BC 95
0.15 21.19
Apply purlins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
2581
10• 1
f—T—I
DegICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/de8 L14
Gravity Non -Gravity
VERT(LL): 0.058 D 999 360
Loc R+ I R- / Rh l Rw l U I RL
VERT(CL): 0.108 D 999 240
B 927 /- /- /580 /404 /265
HORZ(LL): 0.0231 -
G 927 /- 1- /581 /404 A
HORZ(TL): 0.043 1 - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.545
G Brg Width = 8.0 Min Req = 1.5
Max SC CSI: 0.987
Bearings B & G are a rigid surface.
Max Web CSI: 0.483
Bearings B & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 110.6 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 50 0 E-F 731 -1041
B - C 908 -1379 F - G 955 -1387
C-D 915-1244 G-H 50 0
D - E 751 -1040
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 1174 -640 I-G 1196 -711
J -1 1472 -895
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-K 0 0 E - 1 531 -250
C-J 525 -396 I-F 372 -354
J-D 521 -523 L -H 0 0
D-I 612 -648
seal on e�yio°lio �ea�m a�eaeptance of }he pmlessonal englnaenn Manuel Martinez, P.E.
c'ding panddians,saitabTryend Tg Nm T— Poranyauaalig is ma #047182
. —1 Wlding �me a�w TPl.v ba app-1 of r , ToO and any Wd
dnar and conbaaw. an nags et o,n m ma Too and ma paetlees end 4620 ParkView Dr
aai gmda,xa. TPN der es ma responamlydas and doves ortbe Trvas
,g by ell paNes mvplved. TheSpatlaly Englneeris NOT Ne .St Cloud, FL 34771
ry rly ,uzs¢u,a r
77927 B08G SPECrNa w1 1 2467
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Loading Criteria (,0
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
G&C Dist a: 3.00 it
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP M-30 :132 2x4 SP #2:
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
:Rl Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 62 plf at -2.00 to 62 pit at 23.33
BC: From 14 plf at 0.00 to 14 pit at 21.33
TC: 73 to Conc. Load at 2.24
BC: 66 to Conc. Load at 2.24
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC - 24 2.21 3.54
BC 64 0.15 21.19
Apply pudins to any chords above or below fillers
at 24. OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Please thomughly mWewthe -A-1 ROOF TRUSSES ("SELLER'), GENERAL
and read notes abe on Nis Tmsa Design Drawing (mot and the spedaly Enh used for the TOD to ba v,TW. Aa a Tmss Design EnglneeMg p.e. Spedaly E
Defl/CSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in too L/defl L/#
Gravity Non -Gravity
VERT(LL): -0.098 D 999 360
Loc R. ! R- ! Rh ! R./ U I RL
I€ERT(CL): 0.156 D 999 240
B 1053 /- /- /- /833 /-
HORZ(LL): -0.037 1 -
G 940 !- I- /- [722 /-
HORZ(TL): 0.049 1 - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.793
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.955
Bearings B 8 G are a rigid surface.
Max Web CSI: 0.472
Bearings B & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 109.21bs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 50 -51 E-F 795 -10B9
B - C 1149 .1605 F - G 1098 -1408
C-D 1110-1576 G-H 60 -51
D - E 836 -1127
M
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1377 -976 I - G 1211 -920
J -1 2221 -16W
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
A-K
0 0
E - 1 518 -171
C -J
811 -544
I-F 287 -316
J-D
868 -951
L -H 0 0
D-1
1045 -1320
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
' Joh Truss Truss Type
I77927 IB09G SPEC
Qty I Ply 112/2312019
2545
Da3x4
-314C Ess.4
6 12 M1.SX4B B2 PMI.SX4
6'
rIn m
I m4%4(A1)A Cs4x4(Al)
.IL
K I H
14X4 M4.-6x6
SEAT PLATE RED.
SEAT PLATE RED.
T
W-4i 61O.12 ------- �
72# SB#
66a'12
584
Loading Criteria (pep Wind Criteria Code / Mlsc Criteria
DefVCS1 Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection In loc Udell L!# Gravity Nan -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.149 J 999 360 Loc R+ / R- I Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Vedas by Ld C 111ERT(CL): 0.293 J 798 240 K 1058 /- /- /- /575 !-
BCDL: 7.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.064 B - - G 1066 /- /- /- 1552 /-
EXP: C Kzl: NA Plate Type(s):
HORZ(TL): 0.129 B - - Wind reactions based on MWFRS
Des Ld: 37.00 can Height: 25.00 it WAVE
Creep Factor: 2.0 K Br Width = 8.0 Min Re 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.775 G Brg Width = 5.8 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
Max BC CSI: 0.564 Bearings K & G are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist 0 to h/2
Bearings K & G require a seat plate.
C&C Dist a: 3.00 it
Max Web CSI: 0.273
Maximum Top Chord Forces Per Ply (Ibs)
Lec. from endwall: not In 9.00
Wgt: 103.6 lbs Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver, 19.01.00A.0618.15 A-S a54 -1842 D -E 727 -225
Lumber Wind
B -C 697-1492 E-F 697 -1493
Top chord 2x4 SP 2400f-2.OE Wind loads and reactions
based on MWFRS. C - D 727 -226 F - G 854 -1844
got chord 2x8 SP 2400f-1.8E :132 2X4 SP #2:
Webs 2X4 SP #3
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
Special Loads
A-J 1549 -677 I-H 1549 .677
--(Lumber Dur.Fac=1.25/Plate Dur.Fec=1.25)
TC: From 52 plf at 0.00 to 52 plf at 19.81
J-I 1559 -677 H-G 1549 -677
TC: From 22 plf at 7.00 to 22 plf at 8.17
TC: From 22 plf at 11.83 to 22 plf at 13.00
Maximum Web Forces Per Ply (Ibs)
PLT: From 20 plf at 8.75 to 20 pit at 11.25
Webs Tens.Comp. Webs Tens. Comp.
PLT: From 80 plf at 7.00 to 80 plf at 13.00
BC: From 14 plf at 0.00 to 14 plf at 19.81
B-J 571 0 I-F 573 0
BC: From 30 plf at 8.17 to 30 plf at 11.83
C - E 928 -2372
BC: 58 Ib Cone. Load at 7.00,13.00
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(tt)
BC 120 0.15 19.67
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Collar -lie braced with continuous lateral bracing at 24° oc. or rigid ceiling.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42°-high x 24'-wide clearance.
Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple
live loads.
Attic room loading from 7-0-0 to 13-0-0: Live Load: 40 PSF. Dead Load: 10 PSF
Ceiling: 10 PSF, Kneewalls: 10 PSF
Truss checked for 60# movable Concentrated load along Top Chord, between
6.6-12 to 13-1-12, Concurrent with design gravity loads.
:is ..e Nomughly mvlaw the -A-1 ROOF TRUSSES ("SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER rBUYEW) ACIR40WLEDGMENT- f-
end read notes on this Truss Design Drawing (TDD) and Ne Spedaiiy Engineer reference sheet before use. UNsss ffiswss stated on Ne TDD, only Mpine
beussdlw Ne TDDtobevalid. As eTruss Dazign Engineering he. Spetlalry Enginewl. Ma seal on any TDD represanis aneo:eplanosNNe pmfesslonal englneedn Manuel Martinez, P.E.
11reNggr,hBarne dling, starzge, inslelladgonend Odrlst lg tlu i O-We.d etawM, Bdg DsslgninNe oeothe IRC, the IBC, lo� buHing cdeenTPI-1The appol MTODandany fied # 047182
bretlrg shall be the resPpnslbilityNNe Building Devgner and DpnireGer.MnMesseteNln Ne TDDand Neprecdcas end 4620 ParkVieW Dr
ng Component Satetylnformegon(BSCI)puNishedby TPland SBCAerereferencediwgenealguidanw. TP4l tlafines the rosponsiblliries and tlWes of the Truss
igineerend Truss MenufacNrer, unless oNenWsa defined byaConlreU agreed upon in wddng by ell paNes invdvad. TheSNdWty Ergineeris NOTthe St Cloud, FL 34771
rzs System E,gineer of any bulltling. M opiialissd lertnz are ez defined In TPF1.
JOD
77927 B10
N
lT3
i—z
I russ Iype
COMN
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sett
Loading Criteria ip o
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 7.00
Risk Category: II
FT/RT:10(Ov10(10)
EXP: C Kt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1,25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 24001-2.0E
Bot chord 2x8 SP 24001-1.8E :B2 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Be 120 0.15 19.75
Apply pudins to any chords above or below Oilers
at 24' OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at 24" oc. or rigid calling.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42° high x 24"-wide clearance.
Live loads applied In combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple
live loads.
Attic room loading from 7-0-0 to 13.0-0: Live Load: 40 PER Dead Load: 10 PSF
Ceiling: 10 PSF, Kneewalls: 10 PSF
Truss checked for 60# movable concentrated load along Top Chord, between
6-6-12 to 13.1-12, concurrent with design gravity loads.
Wind
Wind loads based on MWFRS with additional C&C member design.
—WARNING-
Qty
2 I Ply
112232019 r
2573
sect
Deb/CSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection In roc Vdeg L/#
Gravity
Non -Gravity
VERT(LL): 0.153 K 999 360
Loc R+ / R- I Rh
/ Rw / U / RL
WRT(CL): 0.310 K 757 240
M 1202 /- /-
/555 1300 /233
HORZ(LL): 0.066 C - -
H 1100 /- I•
/414 1250 /-
HORZ(TL): 0.135 C - -
Wind reactions based on
MWFRS
Creep Factor. 2.0
M Erg Width = 8.0
Min Req = 1.5
Max TC CSI: 0.776
H Erg Width = -
Min Req = -
Max Be CSI: 0.720
Beading M is a rigid surface.
Max Web CSI: 0.273
Maximum Top Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 109.2 Ibs
A-B 50 0
E-F 758 -225
VIEW Ver. 19.01.00A.0618.15
B=C 676-1908
F-G 719 -1565
C - D 697 -1565
G - H 713 -1908
D - E 759 -248
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
,B-K 1607 -460 J-1 1607 -459
K-J 1617 -459 I-H 1607 -459
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A- L 0 0 D- F 1056 -2455
C-K 574 -75 J-G 574 -62
R119
ame coo. myapine
mine wmessi_n eneineeda Manuel Martinez, P.E.
N s mrany evnamy is nb I or the TDD and elryeeld #047182
TOD and me pamees and 4620 ParkView Dr
yumes ana awes orme mass
nasr is NOT the St Cloud, FL 34771
Job Truss Truss Type CryPly 12/23/2019
77927 I C01 G I HIPS 11 2 2469
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Loading Criteria (ps0 Wind Criteria
Code I Misc Criteria Deli Criteria ♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Deflection In loc Udell L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014 VERT(LL): -0.027 1 999 360 Loc R+ I R- ! Rh
/ Rw / U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C kq_RT(CL): 0.031 1 999 240 J 3057 /- /-
I- /2511 I-
BCDL: 7.00 Risk Category: ll
FT/RT:10(0)/10(10) HORZ(LL): -0.018 C - K 2933 1- l-
I- 12218 I-
EXP: C Kzt: NA
Plate Type(s): HORZ(TL): 0.019 C - - Wind reactions based on
MWFRS
Des Ld: 37.00 Mean Height: 25.00 ft
WAVE J Br Width = 7.2
Creep Factor. 2.0
Min Re 1.8
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.323 K Brg Width = 7.3
Min Req = 1.7
Load Duration: 1.25 BCDL: 4.2 psf
Max BC CSI: 0.606 Bearings J 8 K are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Bearings J & K require a
seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.483
Maximum Top Chord Forces
Per Ply (Ibs)
Loc. from endwall: NA
Wgt: 93.8I S Chords Tens.Comp.
Chords Tens. Comp.
GCPI: 0,18
I
Wind Duration: 1.60
VIEWVer. 19.01.00A.0618.15 A-B 29 -30
D-E 978 -1246
Lumber
Wind B-C 996 -1265
E-F 29 -30
Top chord 2x4 SP #2
C- D 855 -1094
Wind loads and reactions based on MWFRS.
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Maximum Bot Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Nallnote
J-I 3 -2
H-G 2 -1
Nall dule:0.13 min. nails
Chord:
Top Chord: 1 Row @12.00" o.c.
@12.
I- H 1094 -855
Bot Chord: 2 Rows @ 4.00" o.c. (Each Row)
Webs : 1 Row @ 4" D.C.
Maximum Web Forces
Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp.
Webs Tens. Comp.
In each row to avoid splitting.
(1)1/2' bolls may be used for
B-J 1084-1344
D-H 477 -283
(2) 0.131"x3", In. nails on
B -1 1266 -990
H - E 1268 -993
The Bottom Chord Only.
C-1 575 -380
E-G 1045 -1305
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 62 pit at -2.06 to 62 plf at 1.94
TC: From 31 pit at 1.94 to 31 pif at 4.60
TC: From 62 pIf at 4.60 to 62 pIf at 8.60
BC: From 7 pif at 0.00 to 7 pIf at 6.64
TC: 17 lb Conc. Load at 1.97, 4.57
TC: 11 lb Conc. Load at 3.27
BC: 2527 Conc. Load at 1.73
lb
BC: 79 Ib Conc. Load at 1.97, 4.57
BC: 30 lb Conc. Load at 3.27
BC: 1376 to Conc. Load at 3.67
BC: 1224 lb Conc. Load at 5.67
Purlins
In lieu of structural panels or rigid ceiling use purilns
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 1.94 4.60
SC 78 0.00 6.54
Apply pudlns to any chords above or below fillers
at 241 OC unless shown otherwise above.
••WARNING^ Please thoroughly review Me Wl ROOF TRUSSES(°SELLER'). GENERAL TERMS end CONDITIONS CUSTOMER(•BUYER•) ACKNOWLEDGMENP form.
Verity design parameters end read notes on this Truss Design Dawing
(TDD) end the Spedalry Engineer referenre sheet balwe use. unless oNenvise stefed on Ne MD. only Alpine
Manuel Martinez, P.E.
nnedor plat -hell be used fwihe MD to be valid. Asa Truss D.11s
responsibiliryfor Ne design ofthe singleTruss tlepided on NeTDD ONy,
Engineedng0.1. Spedalty Engineer), Ne seal on aoy TDD reprssenisanecceplznw offhe piofesslonal engine,d,
under TPl-1. Thetlesign essu,options, loading mntlNans, sultatJ4ry aM use ofWsTrvss for eny B,11di gis Ne
#047162
responsLliiry of [he Owner, Ne Owners auNoiixed agentor Ne Buldirg Designer, in Ne tooted of Ne IRC, Iha IBC.lowl building code antl TPI-t. The appreval of Ne TOD and any6eld
f NsTruss,indudinghandling,storegeinstslatipn and bracing shal be Ne responsibility of We Buiitling Designerantl Cpntradar. All notessetoutinihe TDDendthe prectice d
4620 ParkView Dr
guidelines of the Building Component Safety lM-6an(BSCI)pubiishedby TPland SBCAarereferencedforgeneral guidance. TPI-ldef es the responsibriliss and 1.1i of Ne Tass
D.1,-,Specia1ty Engineer and Tass Manufacturer, uMess othe ,defined bye Contactagreed upon 1n-ill,bye1ps&e, InvoNs J. The Spedalfy Engineer is NOT the
St Cloud, FL 34771
Buldug Designer or Truss eysNm EngNeer of eny bulltling. Al ogtallxed te,m5 are as Oef M In TPF1
fmumm0 tOra A-f RMTucu._ PnmvevlMn NINE M1nmmr. in xmrmm. Lc nmhin'n,ul uelwnua,uml"n n
--- ,uea eus Iype LayMy 1G23/zu19
77927 CJ1 JACK 10 1
12 C
6=2M(A1) B T
T �
1
0
D
1.5X3(R) A
a�3 E I
3059 ' 1
IT
SEAT PLATE REQ.
—2' -1 11"11 -a{
Loading Criteria (Pori
Wind Criteria
Code 1 Mlsc Criteria
Den1CSl Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Still: 2014
VERT(LL): NA
Loc R. / R. / Rh l Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 297 /- /- /357 1262 /92
BCDL: 7.00
Risk Category: ll
FT/RT:10(Ou10(10)
HORZ(LL):-0.001 D - -
D - /-30 /- 139 132 !-
Des Ld:Mean
EXP: C Kid: NA
Height 25.00 ft
Plate Type(s):
WAVE
HORZ : 0.001 D - -
m)
C - /-81 !- /105 1124
CL 10.00
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor. 2.0
Wind reactions based on MWFRS
Load Duration: 1.25
BCDL: 4.2 psi
Max TC CS:0.814
B Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.101
1 Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
Loc. from endwall: Any
Wgt: 9.8 Ibs
Bearing B is a rigid surface.
Bearing B requires a seal plate.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Maximum Top Chord Forees Per Ply (Ihs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP#2
A-B 50 0 B-C 171 -61
Bot chord 2x4 SP #2
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Purllns
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use pudins
'B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
BC 10 0.15 0.97
Webs Tens.Comp.
Apply pudins to any chords above or below fillers
at 240 OC unless shown otherwise above.
A - E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design
Left bottom chord exposed to wind.
--WARNING" Please lhorcughy re,lew Me -A-1 ROOF TRUSSES('SELLER', GENERAL TERMS and CONDITIONS CUSTOMER(-BWER-J ACIOJOWLEDGMENZfene.
'ad edesign Pa... entl road notes on tbls Truss Design Orawing (TDD) antl Ne SpeNelry Erglneerre/erence sheet before use. Unless oNeiwlu statetl on Ne TDD, only Alpine
n se, platessballaasedfar lbe To.
isbevdid.AsaTmssBasin, ErgineedngO.aSl,adsyEngineer),NeseNonanyTeDrepasen5anecceptanosofNegofessianalenglneerN ManuelMadinez,P.E.
sPonsibiliry far the design of are single T,uss dedaled on Ne TDD aNy, uMerTPI-1. The tleslgn assumptlaro, loading candtlions, sultabuhy entl use of tl,ls Truu for aM Building is the
�sponslblllly of Ne Owner,in.0umera eulhorired agenlorthe Buutli,g Onlgnar, in the contetl olthe lRC, tln IBC, loyal bulWing codeaM TPI-1: Theapp, of the TDOendairygeltl 4620 P47182 Dr
s f the T,uss, Intludbg handling, storage, Insfallagon end brsang shall be Na reaponsibray of tha Building Designer and Conhadar. All notes set oN N We T l o and Ne practices antl
Idalines oftha Building component Safety lnlortnatlon(BSCIj Wbtlsbed by TPl end SBCA are referenretl forgenerel guldarca. TPI-1 defines Ne responsibilities and tlWea ofthe Truss
aslgner,Speonelty Enginserend Truss Manulatlurer, unless oUanWse defined by a Conlrzat agreed upon in wIfng by at partes invdved. The Spelalty Engineer b NOT Me St Cloud, FL 34771
anW'.. n., T=-1 tIn.:. Miw i�dl�. Ao� pitelizeC te—1 �anMefin�i�flTPF1. �
m ni a nm. Im,,.x v nmm mNateMTnuw.
Job - TNSS Truss Type Qty Ply 1-1123r1u1U
77927 CJ1A JACK 3 1 2478
12 C
g =2X4(A1) T
B _
T o
0
D
=1.5X3(R) A
L E 1
�2'�
Loading Criteria (psq
Wind Criteria
Code / Misc Criteria
De01CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Sid: ASCE 7-10
Cade: FBC 2017 RES
PP Deflection In loc Udell L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.000 - - 360
Loc R+ / R- I Rh / Rw / U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.000 - - 240
C 103 /- 1468 /83 /59 /467
BCDL: 7.00
Risk Category: If
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 - - -
D 83 /- /468 192 (/8 /535
EXP: C Kt: NA
Plate Type(s):
HORZ(TL):0.000 - - -
Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
C Brg WIdti1= 1.5
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0,540
D Brg Width = 1.5
Load Duration: 1.25
Spacing: 24.0 "
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to hl2
Max BC CSI: 0.081
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.00 it
Max Web CSI: 0.000
Chards Tens.Comp. Chords Tens. Comp.
Loc. from endwall: Any
Wgt: 9.8 Ibs
A - B 56 0 B - C 465 -1667
GCpI: 0.18
Wind Duration: 1.60
VIEW Ver. 19 .01.00A.0618,151
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord 2x4 SP M-30
B - D 2075 -543
Bot chord 2x4 SP #2
:Lt Level Return 2x4 SP #3:
Maximum Web Forces Per Ply (Ibs)
Purlins
Webs Tens.Comp.
In lieu of structural panels or dgid ceiling use puriins
A- E 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 10 0.18 0.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind (cads based on MWFRS with additional C&C member
design.
Additional Notes
The maximum horizontal reaction is 468#
••••• BEARING ANALOG MODIFIEDI ""'
New the -A-1 ROOF TRUSSES (°SELLER-), GENERALTERMS end CONOmONS CUSTOMER (-BUYER') ACKNOWLEDGMENT' form.
, IN. Truss Oesign Drawing (TDD) end the Spe i, ty Engineer reference sheet before use. Unless mhe,wisa waled m rue TDD, only Alpine
lobevaiid. Asa Truss Design Engineering Q.e. Spetlalty Engineed,fieaeal on any TDD regesenis en acraptanm of the professional e,gineedn Manuel Martinez, P.E.
as depicted on the TOO only, underTPl-1. Tha design essumptbns, Imding condigons, suitability and use of IN. Truss ter any Building is the j) 047162
lho,ized agent M,Me Build'elg Drslgner, In the rnntexl of rue Inc. rue IBC, local building rode end TPI-1. The approval of Me TDD and any geld
e. inslaiiatlonIfm,bm and bracing shall Me the reaponaibilly of rue Building Designer erW Centrddor. M notes set put In the MD and the pnnAw, and 4620 ParkVeW Dr
nufactu ,M,IessaNervAsetlegnedbyeTFI dCo dagrereeduponin�wndngbyallpartiesiTmolved.aTheSpetlallpyEngineerisNOTthe�'I'eTruss S`tCloud, FL 34771
Neny building. Ap rayWized lem,s ere ea de( ed In TPI-1.
�_ A-1 ROOF
TRUSSES
AFLORIDACORPORAMON
RE: Job 77927
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
37
2735
CJ1C
12123119
75
2777
VM06A
12/23/19
38
2781
CJ1D
12/23119
76
2739
VM08
12123/19
39
2569
CJ1E
12123/19
77
2780
VMOBA
12123/19
40
2463
CJ3
12123119
78
STDL01
STD.
DETAIL
12/23/19
41
2487
CJ3A
12123119
79
STDL02
STD.
DETAIL
12/23/19
42
2466
CJ5
12123119
80
STDL03
STD.
DETAIL
12/23/19
43
2503
CJ5A
12123/19
81
STDL04
STD.
DETAIL
12/23/19
44
2474
D01G
12123/19
82
STDL05
STD.
DETAIL
12/23/19
45
2555
D02
12/23/19
83
STDLO6
STD.
DETAIL
12/23/19
46
2594
D03G
12/23/19
84
STDL07
STD.
DETAIL
12/23/19
47
2558
D04G
12/23/19
85
STDL08
STD.
DETAIL
12/23/19
48
12593
1 D05G
12/23/19
86
JSTDL09
I STD.
DETAIL
12/23/19
49
2478
HJ2
12/23/19
87
STDL10
STD.
DETAIL
12/23119
50
2479
HJ3
12/23/19
88
STDL11
STD.
DETAIL
12/23/19
51
2482
HJ3A
12123/19
89
STDL12
STD.
DETAIL
12123119
52
2469
HJ4
12123/19
90
STDL13
STD.
DETAIL
12123/19
53
2559
HJ5
12123119
91
STDL14
STD.
DETAIL
12123/19
54
2471
HJ7
12/23119
92
STDL15
STD.
DETAIL
12123/19
55
12480
1 HRA
12/23119
193
1 STDL16
STD.
DETAIL
12/23/19
56
2615
HJ7B
12/23/19
57
2547
J1
12/23/19
58
2731
J2
12/23/19
59
2622
J3
12/23/19
60
2743
J3A
12/23/19
fit
2531
J5
12/23/19
62
12472
1 J7
12123/19
63
2621
J7A
12123119
64
3050
J7T
12/23/19
65
2490
M01
12/23/19
66
2727
M02
12/23/19
67
2472
PB01
12/23/19
68
2484
PB02
12/23/19
69 12778
1
VO4
12/23/19
70
2776
V08
12/23/19
71
2673
VM02 ,
12/23/19
72
2670
VM04.
12/23/19
73
2774
VM04A
12123/19
74
2733
VM06
12123/19
Manuel Martinez, P.E.
# 047182
Page 2 of 2 4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss Type Oty I Ply I 12232019 2524
77927 CAB JACK 3 1
12
617 C
SEAT PLATE REQ.
2 0 12 --��•i s {
Loading Criteria (psn Wind Criteria
Code I Misc Criteria
D@Fl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L#t Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.002 B 999 360 Loc R+ I R- / Rh I R./ U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.003 B 999 240 F 269 /- /- 1368 287 1226
BCDL: 7.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.037 C -
- D 12 /-3 /- /455 1530 /0
EXP: C KzD NA
Des Ld: 37.00 Mean Height: 25.00 ft
Plate Type(s):
WAVE
HORZ(TL): 0.039 C -
- C - 1-81 /- /112 /137
NCBLoad ton: BCDL: 5.2 psf
Creep Factor. 2.0
Wind reactions based on MWFRS
Du:
Load Duration: 1.25 psf
Max TC CSI: 0.877
F Brg Width = 7.2 Min Req = 1.6
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
MWFRBCDLS Parallel
Max BC CSI: 0.179
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
CSCDist ai 3.00 ItMax
Web CSI: 0.573
Bearing Fis a rigid surface.
Loc. from endwall: Any
Wgt: 20.3 lbs
Bearing F requires a seat plate.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2
A - B 52 0 B - C 173 -70
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
:Lt Level Return 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Purlins
F-E 126 -372 E-D 0 0
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Maximum Web Farces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
BC 11 0.00 0.91
Apply pudins to any chords above or below fillers
A - G 0 0 B - E 1648 -558
at 24' OC unless shown otherwise above.
B - F 294 -936
Wind
Wind loads based on MWFRS with additional C&C member design
Left end vertical exposed to wind pressure. Deflection meets U360
Left bottom chord exposed to wind.
ew ihe'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS
,this Truss OwIgn Dr ,g(iDD)and Me Spwally ENg W n
b be valid. As a Truss D -EnpI�flna a.e. Soedalty Engineer
y agreed upon Inv .g by ell pa ninvdvetl.
in TPI-1.
vnmmn nanJwwnNal RMTnuwn
Manuel Martinez, P.E.
# 047182
4620 ParkVlew Dr
St Cloud, FL 34771
• Job - Truss I Truss Type
I77927 ICJ1C JACK
Qty 4 I Ply
112/23201s
2735
11
SO
Zo =-1.5X3(F
1
1_13
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kt; NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpI: 0.18
Wind Duration: 1.60
12
C
SEAT PLATE REQ.
�- 2-0"12 i 10" 15
Code / Mlsc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl Ll#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.001 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL):-0.001 E 999 240
F 269 /- /- 242 /137 • /92
FT/RT:I O(0)t10(10)
HORZ(LL):-0.002 B - -
D 12 14 /- /64 1106 !-
PlateType(s):
HORZ(TL): 0.002 B - -
C - /-80 I- 1116 M23 I -
WAVE
Creep Factor.. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.877
F Brg Width = 7.3 Min Req = 1.5
Max BC CSI: 0.113
D Big Width = 1.5 Min Req = -
Max Web CSI: 0.226
C Big Width = 1.5 Min Req = -
Beanng F is a rigid surface.
Wgt: 15.4 IDS
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - B 52 0
B - C 178 -64
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Bat Chord Forces
Per Ply (Ibs)
:Lt Level Return 2x4 SP #3:
Chords Tens.Comp.
Chords Tens. Comp.
Purllns
F-E 49 -279
E-D 0 0
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Maximum Web Forces
Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(R)
Webs Tens.Comp.
Webs Tens. Comp.
SC 11 0.00 0.91
Apply pudins to any chords above or below fillers
A- G 0 0
S - E 531 -92
at 24° OC unless shown otherwise above.
B - F 511 -265
Wind
Wind loads based on MWFRS with additional C&C member design
"WARNING" Please thoroughly review Me-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER rBUYER-) ACKNOWLEDGMENT° form.
'en edesign parameters end read noteo
s an This Truss Design DrmWng (TDD) and the Spedelry Engineer reference sheet before use. UNess othentise statetl on Na TDD, only Alpine
n dor plates shall be usedforth, TDDtobe valid. Ar a Truss Deslgn Eogineenog 0.e. Spedalty Engineer), the seal on ey TDD represents on—ptenoe of the profazsional engineedn Manuel Martinez, P.E.
sponslbilityfor the design ofthedngkTres' depicted an the TDD ooly, under TPI-1. The designm-pt—, loading mnd'Nons, suitability end use pf WSTmssforany Buildingls Ne #047162
:sponsibillry of ate Owner, the Ownee autlmnizetl agent or Ne BUJtling Designer, in Ne rrndek of Ne IRC, Ne IBC, IOW bulking cotle and TPI-i. The eppreval of Me TDD ..do, field
s 1-Truss,intludinghendling,storega,instagetionendbredngshallbeNeresponsibiliryoitheBulldingDesignerandCo,medor.NlnMessetoutinNeTDOendNeprscdcesantl 4620ParkUewDr
uidgner, SpadalrylEriggi�erand TtutssaManufadurerunlessClo Wetwlse defin dby etleo degrereed upon In vrtlEng by ell plNes ln�vdvedeTheSpedalNEngin�eeris NOT#u, of Ne Tress St Cloud, FL 34771
Job I Truss Truss Type Ply I 12232019
77927 CJ 1 D JACK 11 1
2781 r
12
6
[77-
B
2X4(A1)A
0
4*3
SEAT PLATE REQ.
Loading Criteria (psq
Wind Criteria
Code I Mlsc Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
EXP: C Kzt NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 •
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Specing(in oc) Start(ft) End(fl)
BC 10 0,15 0.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L#t
Grevity, Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): NA
A 44 /- /- 127 /15 /34
HORZ(LL):-0.000 C -, -
C 13 /- /- /9 /5 !-
HORZ(TL): 0.000 C - -
B 21 /- /- 115 /28 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.018
A Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.013
C Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Wgt: 4.2 Its
Bearing A requires a seat plate.
VIEW Ver. 19.01.00A.0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 9 -35
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
rse NomugNyr -Me'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMSend CONDmONS CUSTOMER('BIKER') ACKNOWLEDGMENT -farm.
d reed notes on IM1is Truss Desig Drewing(mD)entl d,e Speriatry Eigiwer referenm sheet before use.UNess othervdse stated on the TDD, wly Ndne
used forihe To bevalitl. Asa Truss Design Engir,cedng(.e.SNdaly E,glneeo,thesealpnaNTDDrepresenlsanaxaptanmoftM1epMesslonalenglneenn Manuel Martinez, P.E.
In o/ihe singie Truss deplored an Me TDD oNy, under TPl-1. The design essumpdom, loading wndNws, s,%ebr4 wd use of Nis Tmss fwwy Building Is Ne
rt Me Ownefs authorized egent "a Bugding Designer, In Ne contextof Me lRC, fie IBC, local building cotle and TPl-1. The approval of gre TDD eM anyfleld ai 047162
r hanNing, storege, Installeiicn end bretlrg s1a11 be Me responsbig" of Na Building Dssignerand CutlreClor. All notes sst Darin Ne TDD and the praNms end 4620 ParkVew Dr
Coepwent Safe"INormatlon(BSCI)pubitshad by TPl end SaCAarereferenoed forgeneml guidance. TPI-1 defines Ne respwsibllilies enddugss of Ne Truss
e ,.e d This. Manufac t, unless oNenNsa def etl bya Contradn ed upon in w ng by ell pa . involved. The Sl dl lly Engireer Is Norte St Cloud, FL 34771
• Job Truss Truss Type
I77927 ICJ1E JACK
Loading Criteria (paq
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0y10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
can Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0'
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Hot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Starl(ft) End(ft)
SC 11 0.00 0.91
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Left cantilever is exposed to wind
Additional Notes
••'•' BEARING ANALOG MODIFIEDI "'••
City I Ply 1 12/2312019
1 1 2569
12
6 r- C
2,0.12
-WARNING" Please Nomughly review lhe'AI ROOF TRUSSES CSELLER'), GENERALTERMSend
Deg/CSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection In loc L/defl L/#
Gravity
Non -Gravity
VERT(LL): 0.001 B 999 360
Loc R+ I R- / Rh
I Rw / U / RL
VERT(CL): 0.002 B 999 240
E 267 1- /51
1402 1301 /154
HORZ(LL):.0.001 B - -
C - A53 151
I136 1159 /111
HORZ(TL): 0.001 B - -
D - A28 1-
/34 141 I-
Creep Factor. 2.0
Wind reactions based on
MWFRS
Max TC CSI: 0.877
E Brg Width = 3A
Min Req = 1.5
Max BC CSI: 0.045
C Brg Width = 1.5
Min Req = -
Max Web CSI: 0.424
D Brg Width = 1.5
Min Req = -
Beadng E is a dgid surface.
Wgt: 21.0 lbs
Maximum Top Chord Forces
Per Ply (Ibs)
VIEW Ve, 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
A-B 52 0
B-C 359 -132
Maximum Hot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chards Tens. Comp.
F-E 153 -101
E-D 0 0
ss oNenWsa defined by a Contract agreed upon h wing by eA paNes involved.
M radtalizetl terms ere as dermed in TPI.t.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A- G 0 0 B- E 953 -328
B-F 60 -14
Manuel Martinez, P.E.
4047182
4620 ParkView Dr
St Cloud, FL 34771
Job I Truss
77927 CJ3
Truss Type City Ply 1223/2019 r 2463
JACK 1 8 11 I r l
T.
1.5X3(R
TS
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: It
EXP: C Kzt: NA
Des Ld: 37.00
..an Height: 25.00 It
NCSCLL: 10'00
TCDL: 5.0 pelf
Load Duration: 1,25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0,18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
SEAT PLATE REQ.
1---2' -i 211"11 �{
Code / Mlsc Criteria
DeIIICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in too Udell L#f
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): NA
B 273 /- /- 1313 /198 /166
FT/RT:10(Op10(10)
HORZ(LL): 0.001 D -
-
D 40 /- /- /65 139 /-
PlateType(s):
-
HORZ(TL): 0.002 D -
-
C 55 /- /• /30 [73 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.814
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.173
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 15.4 lbs
Beadng B requires a seat plate.
VIEW Ver. 19.01.00A.0618.15 -
Maximum Top Chord Forces Per Ply (Ibs)
Chards Tens.Comp. Chords Tens. Comp.
:Ll Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs)
Purlins Chords Tens.Comp.
ln lieu of sbucturel panels or rigid ceiling use pudins B - D 0 0
o laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft) Maximum Web Forces Per Ply (Ibs)
BC 34 0.15 2.97 Webs Tens.Comp.
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above. A- E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
"WARNING'• Please tho-ghly nwiewale'A-1 ROOF TRUSSES("SELLER-), GENERALTERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT form.
R e design pa ameters and aaad no d on N T uss Dsslgn Dew ng (TDD) end he epeWly Engiree a erence sheet be ore use. UNess othary sa staled W Ne TDD, o y Algne
onnedar plates shall be used fa NeT00 bbe vafq. Asa Tmss Design Engineering Q.e. Spetlally Engineer), Peseal on airy TOD represents an escaplanc, of lile plofessl—lengineedn Manuel Martinez, P.E.
,,Nh bllityforNedeslgn of Nesingle Truss tlepiGetl on Ne TDD oNy, under TPl-1. The tlesign assumpgons, loading Mndgons, suilablliry end use of Nls Truss tar erry BUIICing Is the
Isponsibility of Ne Owner, the Ovmers auNor¢ad egen[orihe Building Designer, In Me mrde#orMeIRC, MaIBC, local building mdeaMTPI-1. Theappmval of Me and anyileid #047162
s Ilhe Truss, indutling handling, siwaga. Nstallalion and baWg shall beNe re1.sponsibPhy olNe 6uiltling Dssigner eM Conimpor. M noNs set out In �e TDD end Ne paUices end 4620 ParkView Dr
aagner, Specialty Elgldlnncexna T..Ma^ufalafo t.0M a�ssOoNervise tlef�metl WetlCn aagfemadupon nw�Eng by eO paNes i^vdved. TheSpd,1ty EEngineerb NOTNeof lheTruss S( Cloud, FL 34771
usmdlly ges�ignerM'r T-u" temperygMineeraf eN�wWltling�. AOsmpilalizedre µre as defined I.T—.
t _ wam mn_v MvaM,ntluwmm mm4alm NnlamrTnasea.
Job Truss Truss Type Ory 2 Ply 123/2U19
77927 I CJ3A JACK 2 1 zaa7
D
,2 T
g F:—,- 03X6C
---rrr---—2B4(A1 W2 0 0_
Li JN
1 fV
113X @ 4FXa E
=1.5X3(R) A
G
3 H
SEAT PLATE REQ.
LI�
�-- 2'
-}° 2'11"11 -�
Loading Criteria (mn
Wind Criteria
Code I Mlsc Criteria
DDOICSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7.10
Code: FBC 2017 RES
PP Deflection In loc Udell LI#
Gravity
Non-Gravlry
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.015 G 999 360
Loc R.! R- / Rh
/ R./ U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.021 G 776 240
G 470 /- I-
/494 /309 1166
BCDL: 7.00
Risk Category: ll
FT/RT: 1 0(0)/10(10)
H0RZ(LL):-0.007C - -
E - /-145 !-
/142 1182 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.010 C -
D 30 /-19 /-
/25 131 /-
Des Ld: 37.00
Mean Height: 26.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.476
G Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 last
Max Be CSI: 0.358
E Brg Width = 1.5
Min Req = -
Spacing:24.0 °
MWFRS Parallel Dist: 0 to h/2
D Brg Width = 1.5
Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.168
Bearing G is a rigid surface.
Loc. from endwall: not In 4.50
Wet: 18.9 Ibs
Bearing G requires a seal plate.
GCpi: 0,18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
A-B 51 0
C-D 15 -42
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
B _ C 455 _798
Webs 2x6 SP #2 :W2 2x4 SP #3:
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
B - G -
F - E 0 0
In lieu of structural panels or rigid calling use purlins
to laterally brace chords as follows:
G - F 485 &5 -303
03
Chord Spacing(in oc) Stad(ft) End(ft)
Be 36 0.00 2.97
Maximum Web Forces
Per Ply (Ibs)
Apply pudins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24" OC unless shown otherwise above.
A-H 0 0
C-F 443 -709
Wind
G-C 959 -575
Wind (Dads based on MWFRS with additional C&C member design
Left cantilever is exposed to wind
I CONDITIONS CUSTOMER (-BUYER') ACKNOWI-EDGMENP fma.
r sheet halos use. UNess oNervnse staled On lha TOD, ony Alpine
TDD of Ne enBinaerin
Manuel Martinez, P.E.
seal on any represenb enecpeptance palesslonal
aling mntlitbns, sullabllay and use of this Truss foreny Building is die
#Q47162
C,Ioralbu11dingaodeaMTP1.1. Theappav d1laTDOandanygeld
Bee.apdepnbaapr. All nolaasat outi1NeTODendthepaaffi¢sand
4620 ParkView Dr
I:Wanpe. TP1-1 aegres ma reepppaiblbeaaam dmlea orme Taaa
rg by all lnvONed. The Sp d,lty Engineer is NOT IPe
St Cloud, FL 34771
paellas
Job Truss
77927 1 CJ5
Truss Type City Ply 12/23r2019
JACK 1 8 11 I 2466 r l
117
Loading Criteria (e ri
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
..an Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/
C&C Dist a: 3.00 it
Loc. from en wall., not in 4.5
GCpi. 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
SEAT PLATE RED.
�^— 2' --tj- 4'11 "11 �{
0
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): NA
Loc R+ I R- / Rh / Rw / U / RL
B 332 I- /- /377 /221 /240
Rep Factors Used: Yes
VERT(CL): NA
FT/RT:10(0)/10(10)
HORZ(LL):-0.004 D - -
D 75 !- A /136 /87 I-
PlateType(s):
HORZ(TL): 0.006 D - -
C 122 1- !- 188 /153 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.508
B Brg Width = 8.0 Min Req = 1.5
2
Max BC CSI: 0.334
D Brg Width = 1.5 Min Req = -
Max Web CS I: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 21.0 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Farces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
e-w m n — sz -feo
:Lt Level Return 2x4 SP #3: Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Purllns
In lieu of structural panels or rigid calling use pudins B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs)
BC 58 0.15 4.97 Webs Tens.Comp.
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above. A - E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
ACMOW oGeMENT
abaD.ty�elanal n'gflnond.
n Manuel Martinez, P.E.
�mo�iTa aoy'eltl 4047182
3Mci ana rue przGirea and 4620 ParkView Dr
ibilitles antl dutles of rue Truss
linear la NOT Na St Cloud, FL 34771
Job Truss
77927 CJ5A
I russ type Vry 1 rly lzuzsrzu�a
JACK 2 1 2503
T.
ml.5X3(R
T
Loading Criteria (eeq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
r� SEAT PLATE REQ.
f 1. ']
�-- 2'
4'11°11 ^I
Code I Misc Criteria
Def[ICSI Criteria
A Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.033 E 469 360
Loc R+ / R- I Rh l Rw l U / RL
Rep Factors Used: Yes
VERT(CL): 0.040 E 387 240
B 435 /- I- /413 /258 1240
FT/RT:10(Ou10(10)
HORZ(LL):-0.033 C - -
E 48 /- I- 138 /15 1-
Plate Type(s):
HORZ(TL): 0.043 C - -
D 82 /-17 /- /46 /101 (-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.513
B Brg Width = 8.0 Min Req = 1.5
Max Be CSI: 0.294
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.029
D Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 29.4 lbs
Bearing B requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
F-C 441 -732
C-D 36 -106
Top chord 2x4 SP #2
A - F 51 0
Bol chord 2x4 SP #2
:Lt Slider 2x8 SP 2400f-1.8E: BLOCK LENGTH = 2.41T
Maximum Bat Chord Forces
Per Ply (Ibs)
:Lt Level Return 2x4 SP #3:
Chords Tens.Comp.
Chords Tens. Comp.
Purlins
F-B 849 .399
B-E 0 0
In lieu of structural panels or dgid ceiling use puriins
to laterally brace chords as follows:
Maximum Web Forces
Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp.
Webs Tens. Comp.
Be 60 0.00 4.97
Apply purilns to any chords above or below fillers
A - F 0 0
B - C 731 - 509
at 24. OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
"WARNING- Please Noroughly reNm the -A-11
Verify design persmeten entl reed notes on Nis Tess D.
moneear waNa anon m used for the Too m be valid. as
ITl
emiaysi'onai engineedn Manuel Martinez, P.E.
ny Building is Ne # 047162
Ne TDD entl an T.edd
aoaNaPaa�aaa 4620ParkViewDr
is NOT�jheoiNe Truss St Cloud, FL 34771
job buss Truss Type Oty Ply 12232019 '
77927 D01G HIPS 1 1 2474
F---Y„•,p-t--']Pam �-:Pa=t-Yn•,a-I
,E p
a v �t.5x5e
T�i.5x36 Ft]x1(R)
n I .t.SxNRIP G.t.Sxy 1
l�l
]K/ H
�SY1pd
I(
1, Id,. 129:
Loading Criteria (paq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1,25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x6 SP #2
Webs 2x4 SP #3 :W2 2x6 SP #2:
:Lt Level Return 2x4 SP #3:
:Rt Level Return 2x4 SP #3:
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 62 pifat .2.06 to 62 pif at 2.94
TC: From 31 pif at 2.94 to 31 pif at 7.63
TC: From 62 pit at 7.63 to 62 pit at 12.63
BC: From 14 pif at 0.00 to 14 plf at 2.97
BC: From 7 pifat 2.97 to 7 pif at 7.60
BC: From 14 plf at 7.60 to 14 pif at 10.57
TC: 127 Ib Conc. Load at 2.97
TC: 58 lb Conc. Load at 5.00, 5.57
TC: 85 lb Conc. Load at 7.60
BC: 128 It, Conic. Load at 2.g7, 7.60
BC: 48 lb Conc. Load at 5.00, 5.57
Purllns
In lieu of stmctural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
TC 24 2.94 7.63
BC 75 0.00 10.57
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Mlsc Criteria
Deft1CSl Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection In loc Lidefl LN
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.023 B 952 360
Loc R+ 1 R- / Rh 1 Rw / U / RL
Rep Factors Used: Varies by Ld C
€ ERT(CL): 0.044 B 506 240
N 945 1• /- /- 11381 1103
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 B - -
0 626 I• l- 1- /979 /-
Plate Type(s):
HORZ(TL): 0.021 B - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
N Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.487
0 Erg Width = 7.2 Min Req = 1.5
Max BC CSI: 0.428
Bearings N & O area rigid surface.
Max Web CSI: 0.384
Bearings N & O require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 100.8 Has
Chords Tens.Comp. Chords Tens. Comp.
VIEWVer. 19.01.00A.0618.15
A-B 52 -53 D-E 532 -262
B•C 92 -11 E-F 642 -343
C -D 80 -25 F-G 52 -53
Wind
Wind loads and reactions based on MWFRS.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left Cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
K-J 56 -12 I-H 2 -3
J-1 97 -190
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-L
0 0
I-E
95 -203
B-K
230 -152
I-F
386 -766
C -J
86 -165
F-H
1032 -621
J-D
655 .451
M-G
0 0
D -1
236 -487
IS and CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGMENT• form.
w sheet berore use. UNess olhervAse slated m Ne TDD, only Alpine
�),Ving onany TODre,blity nd ,f ih nce for professional Is Me edn Manuel Martinez, P.E.
dis ISC!l� bolding code and iPdlusnoeappm I lft TTDDenidany]feld #047182
oDesign-rul"''I"TPI-defines Merelm Ne TDDand NepraeJ. end 4620 ParkView Dr
rgenera gu sponsibilities end dales ofNe Truss
IngbyalpargesmvoWd.Tin,SedNlyEnnui eerIsNOT Me St Cloud, FL34771
NMI R,wm
Job - TNSS TMSS Type Qty Ply 12232n19
77927 D02 HIPS 1 1 2555
�4.11.4 1 5{Will I
14JA PIAIE REt. SEA1�.TleJa¢BaEO.
84----------------
�2'0'12 10.6.13- 1 310'12
Loading Criteria Ipsq
Wind Criteria
Code / Mlsc Criteria
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell L#1
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.002 1 999 360
Loc R+ / R- / Rh I Rw / U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.003 C 999 240
H 586 I- /- 1493 1401 1328
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.003 D - -
G 460 I- /- /589 /427 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.004 D - -
F 102 /-lot /- 1231 /337 f-
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.548
H Brg Width = 8.0 Min Req = 1.5
ra Load Duration: 1.25
BCDL: 4.2 sf
p
Max BC CSI: 0.830
G Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
F Brg Width = 7.2 Min Req = 1.5
C&C Dist a: 3.00 ft
Max Web CSI: 0.362
Bearings H, G, & G are a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 89.6 Its
Bearings H, G, & G require a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00&0618.15
Wind Duration: 1.60
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A - B 52 0 C - D 210 -57
B-C 182 -96 D-E 52 0
got chord 2x4 SP #2
Webs 2x4 SP #3
:Ll Level Return 2x4 SP #&
:Rt Level Return 2x4 SP #3
Pudins
In lieu of structural panels or dgid telling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 75 0.00 10.57
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Loading
Truss passed check for 20 psi additional bottom chord live load in areas with
42"-high x 24%wide clearance.
Wind
Wind loads based on MWFRS with additional G&C member design.
Left end vertical exposed to wind pressure. Deflection meets U360.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Ix, used forge Tee to be valid.
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I-H 108 -101 G-F 9 -11
H-G 115 -106
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Camp.
A-J
0 0
C-G
112 -167
B-I
198 -140
G-D
316 -188
B - H
434 -248
D - F
233 -167
H- C
248 -302
K- E
0 0
M
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job ' Truss
Truss Type CityPly 12/23/2019
77927 I A01G HIPS 1 2 2465
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d 4
' 1 ' earf , eaxi d + d _- SMt d "' d 'a d ,Nf -
e21S 1 b6i - - 05p 11. BH 1. r09 ]Btl 21
Loading Criteria (peq
Wind Criteria
Cade / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
TCDL: 10.00 '
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
FT/RT:10(0)/10(10)
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE, HS
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Sparing: 24.0
MWFRS Parallel Dist: 0 to hl2
C&C Dist a: 4.86 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.0E:
:T3, T4 2x4 SP #2:
Bot chord 2"
SP M-30 :Bi 2x4 SP #2:
24 2x6 SP #2:
Webs 2x4 SP #3:W1 2x8 SP 2400f-1.8E:
:W5 2x4 SP M-30:
:We, W9 2x4 SP #2:
:Lt Level Return2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Natlnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
But Chord: 1 Row @12.00' o.c.
Webs : 1 Row @ 4' o.c.
Use equal spacing between rows and stagger nails
In each row to avoid splitting.
Purim;
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 41.67
Be 41 0.15 9.96
Be 67 9.96 21.83
Be 78 21.83 48.57
Apply pudins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
'WARNING' Please ewmughly review the'A.1
enN deslan oammetem and read nines. Wi Truss D,
DegICSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): -0.594 H 824 36(
4fRT(CL): 0.799 H 613 24!
HORZ(LL):-0.062 M - -
HORZ(TL): 0.083 M -
Creep Factor: 2.0
Max TC CSI: 0.940
Max Be CSI: 0.995
Max Web CSI: 0.938
Wgt: 543.2 Ibs
VIEW Ver. 19.01.00A.0618.15
Special Loads
-(Lumber Dur.Fa-1.25I Plate Dur.Fac.=1.25)
TC: From 62 pif at -2.00 to 62 plf at 7.00
TC: From 31 pif at 7.00 to 31 pf at 41.61
TC: From 62 pif at 41.67 to 62 pif at 48.40
Be: From 14 pif at 0.00 to 14 pif at 7.03
Be: From 7 pif at 7.03 to 7 pif at 41.64
Be: From 14 plf at 41.64 to 14 plf at 48.40
Be: From 74 plf at 48.40 to 74 pif at 48.57
TC: 3341b Conc. Load at 7.03
TC: 183 lb Conc. Load at 9.Ofi,23.06
TC: 191 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06,21.06
TC: 149 lb Conc. Load at 25.06,26.33,27.60,29.60
31.60,33.60,35.60.37.60,39.60
TC: 259 Ib Conc. Load at 41.64
Be: 321 Ib Conc. Load at 7.03
Be: 1101b Conc. Load at 9.06,23.06
Be: 861b Conc. Load at 11.06,13.06.15.06.17.06
19.06,21.06
Be: 78lb Conc. Load at 25.06,26.33,27.60,29.60
31.60,33.60,35.60,37.60,39.60
Be: 214 lb Conc. Load at 41.64
♦ Maximum Reactions
(Ibs)
Gravity
Non -Gravity
LOG R+ / R- I Rh
/ Rw / U / RL
B - 1-2880 1-
/2186 /- 1-
Y 8013 /- /-
/- 16481 1-
L 2527 /- /-
/- /1965 /-
Wind reactions based on
MWFRS
e Brg Width = 8.0
Min Req = 1.5
Y Brg Width = 8.0
Min Req = 4.7
L Brg Width =-
Min Req = -
Bearings B & Yam a rigid surface.
Bearings B & Y require a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 25 -20
G-H 3331 -4145
B - C 3307 -2665
H -1 2757 -3426
C - D 3321 .2669
I - J 2757 -3426
D - E 897 -1182
J - K 2675 -3304
E-F 897 -1182
K-L 2055 -2554
F-G 697-1182
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-W 2346-2932 R-Q 0 0
W-V 47 -61 Q-O 136 -102
U - S 2618 -3252 O - N 3338 -2711
V-T 0 0 N-M 2257 -1813
S - P 4188 -3366 M - L 2249 -1811
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.' Webs Tens. Comp.
A-X 0 0 G-P 776 -522
C-W 1408-1659 P-Q 85 -9
Wind C -U 104 -144 P-H 730 -MW - U 3020 -3741 P - O 3401 -2751
Wind loads and reactions based on MWFRS. U - V 64 -60 H - O 638 -631
Left bottom chord exposed to wind. U - D 1722 -2047 O - J 117 -52
D - S 4737 -3761 J - N 435 -407
Additional Notes E-S 399 -368 N-K 1185 .976
Negative reaction(s) of -2880# MAX. from a non -wind load case FegMres uW -3216 M - K 196 -52
connection. See Maximum Reactions.
WARNING: Fumish a Copy of this DWG to the installation Contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
GENERAL TERMS aM CONDITIONS CUSTOMER
del. Ex1r., We -sheet before use. UNess oth
I terms are es defined m TPI-1.
ACKNOWLEDGMENT Term.
on the Too, Doty Alpine
I�mine pref-Ibnel en91re.'n Manuel MarfineZ, P.E.
rrv9b rorany euildmg le lbe $047182
oval of Me TDo and any field
iToo end me p2 ice9 ens 4620 ParkUew Dr
blWea and duties of Me Truss
,loser Is NOT the St Cloud, FL 34771
JOD INSS INSS rype
77927 D03G MONO
Qty I Ply I 1223r1019
1 1 2594 r
13
=2X41
SEAT PLATE REQ.
i- 3'
VO4 1'9"12
1474#
Loading Criteria (pfl Wind Criteria
Code / Mlsc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sld: ASCE 7.10
Code: FBC 2017 RES
PP Deflection In lot L/defl Lip Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loc R+ ! R- / Rh ! Rw / U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C FA-:RT(CL): NA
A 1056 !- P !- /371 /-
BCDL: 7.00 Risk Category: II
FT/RT:10(0y10(10)
HORZ(LL): 0.007 C -
- C 647 !- P !- 242 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean He25.00 ft
Plate Type(s):
WAVENCB
HORZ(fL): 0.013 C
- Wind reactions based on MWFRS
ton: TCDL: psf
Creep Factor. 2.0
A Brg Width = 8.0 Min Req = 1.5
Load Du:
Duration: 1.25 4.2 psf
Max TC CSI: 0.290
C Brg Width =- Min Req = -
Bearing A is a rigid surface.
Spad
MWFRBCDLS.2
Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.468
Bearing A requires a seat plate.
C8C Dist a: 3.00 ft
Loc. from end In 9.00
Max Web CSI: 0.046
Maximum Top Chord Forces Per Ply (Ibs)
0.18vot
GC 0.18
Wgt: 14.7 lbs
Chords Tens.Comp.
Wind Duration: 1.60
VIEW 1/e1 19.01.00A.0618.15
A-B 42 -32
Lumber
Top chord 2x4 SP #2
Maximum Bat Chord Forces Per Ply (Ibs)
Bol chord 2x6 SP 24001-2.0E
Chords Tens.Comp. `
Webs 2x4 SP 43
A•C 16 -6
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac: 1.25)
Maximum Web Forces Per Ply (Ibs)
TC: From 62 plf at 0.00 to 62 plf at 3'00
Webs Tens.Comp.
BC: From 14 plf at 0.00 to 14 plf at 3.00
B • C 84 -126
BC: 1474 lb Conc. Load at 1.19
Purlins
lieu of structural panels or rigid telling use pudins
ln
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 3.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
'WARNING' Pleas,th-ghly review Ne'A.1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) AC"OWLEDGMENr foml.
=design parameters and read notes on Ws Tmas Design Drawing(ND)and Ne Spdaly Engineerreference ehwt betas use. Unlaas othewdae sU on the TDD,ody Alpine
dorplateaahallbeusedfor NeTDDbbav W.AsaTmes Design Enginaadng Q.e.Spad.1ty Engineer), ihesealonairyTDDrepreseniseneccepMnm oftliepmfeulonelengine..n Manuel Martinez, P.E.
respnslbllity forihe design of the single Truss depided on the TOO ody, under TPI-1. The dasignassumpdws, loading wndans, suitabilityenduse of this Trussfor, Bulltling Is the
resppibllityditOwner, Ne Ownets authorized egemorNe B.Hdirg Dnaigner, In thercrd. Aft IRC, theIBC, IOW bulldin=, and TPI.1. Theappmval of Ne TDD Indanyrald i1047182
fiheTfuss,indudinghandling.+Hofage,ln,WH,Uon and badrg shell be the respnsNiliry at Ne Building OesigneraM COMador. All notes sat aut in tl�eTDD and the prddices and 4620 Park�ew Dr
guideiinesof(he Bdltling Compnent Sa%yldomatiw(BSCI)pNishedby TPland SBCAera afeam ndforgsnealguldanp. TPpl dafnss the rasponsibgitles wtl dudns of the Truss
1)dgner,Spedalty Enginaerend Truss Manufadurer,unlessot,Wry defnedbyaConbadegreatlumninwl,gbyellprtieaimdved.The Smddy Enguceefis NOTNe .St (:loud, FL 34771
au0tlgr®e�igntp,r TssStem EgMlneafnyiIn9lAA carallxed�e�Mas d�fin 41.dAtWNThia�w
Job ° I Truss Truss Type
77927 D04G MONO
1ty I Ply 112/23/2019
2558
=4X
ri
Loading Criteria (Psq Wind Criteria
TCLL: 20.00 Wind Sid: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 7.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 25.00 It
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not In 9.00
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x8 SP 24001-1.8E
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at 0.00 to 62 plf at 5.00
BC: From 14 plf at 0.00 to 14 plf at 2.56
BC: From 7 plf at 2.56 to 7 plf at 5.00
BC: 1060 lb Conc. Load at 2.56, 4.06
Purlins
ln lieu of structural panels or rigid calling use purling
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
SEAT PLATE RED.
5.
�- 2'6"12 ---i 1'6° 11°4 -{
1060# 1060
Code I Misc Criteria Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES PP Deflection In loc Udell L/# Gravity Non -Gravity
TPI Sld: 2014 VERT(LL): NA
Loa R+ / R- / Rh / Rw l U I RL
Rep Factors Used: Varies by Ld C g`ERT(CL): NA
D 930 /- /- /- /320 /-
FT/RT:10(Ov10(10) HORZ(LL): 0.014 C -
- C 1556 I- /- /- 1469 /-
Plate Type(s): HORZ(TL): 0.027 C -
- Wind reactions based on rJWFRS
WAVE Creep Factor. 2.0
D Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.425
C Big Width =- Min Req = -
Max BC CSI: 0.537
Bearing D Is a rigid surface.
Max Web CSI: 0.100
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 25.2lbs
Chords Tens.Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 69 -67
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 21 -9
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 115 -136
TERMS end CONDITIONS CUSTOMER ("BUYER-) ACKNOWI.EDGMENr fom,,
or r -oo sheet before use. UNe oth wry stated on be Too, only Npine
gmeer),Ihe smloneny TDD,e,no nneccepWnmof Ib,Prcreselonolengmeerin Manuel Martinez, P.E.
Iptbnx lmdmg mndwons.oubbatyenduse gf0ls T�, Iw,ny B,Hd,gI,fhe #047182
RC. tee ISC, loml bending wdo end TPI-I. The npp-I offbe Too end e,yg,ld
wading Deslgnersnd Confreaor.Nlnmes set omen fheToo end the pradlmsend 4620 ParkView Dr
.noedforgenealguldance. TPIFldeI1nesih,onponsiblligesendduflesgf(he T,uss
rpon in wnfing by ell p 11l lmdved.The S,ddy Engineer is NOT to S( Cloud, FL 34771
loss Type ury Ply 1Zr2312019 r 2593
77927 DZG COMN 1 3
11" �1 14w 4�L 14N 149M♦ 14N gM♦1'2
r r 12 Y19 �1--T�Y1�r 1T-T-r Y"ru rT'riT�
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2 TT
6 2 w
P
od%12(ATR)a
,%3(R) AlM L N P D td I P 1 11
H 8
3x12 a4xiD(R) .10x1D MH0312
116
SEAT MTE REO. SEAT PIATE REe.
c 25'6'
i•-'r� )g � ----s'Te 3Bw�rei 1 1d33& 11JgI 11D + Teri' 171 1 1ss1# +sa6& 1115,
Loading Criteria(psq
Wind Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0'00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 .
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to hr2
C&C Dist a: 3.00 it
Loc. from endwall: NA
GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bat chord 2x8 SP 24001-1.8E
Webs 2x4 SP #3 :W4 2x4 SP #2
:W5 2%4 SP M-30:
:W6 2x8 SP 2400f-1.8E:
:Lt Level Return 2x4 SP #3:
Nallnote
Nail Schedule:0.131°x3", min. nails
Top Chord: 1 Row @12.00° o.c.
Bat Chord: 2 Rows @ 4.00' o.c. (Each Row)
Webs : 1 Row @ 4° o.c.
Repeat nailing as each layer is applied. Use equal
spacing between rows and stagger nails in each row
to avoid splitting.
(1)1/2° bolts may be used for
(2) 0.131"x3', min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac. 1.251 Plate Dur.Fac.=1.25)
TC: From 62 plf at-2.001c 62 plf at 5.20
TC: From 31 plf at 5.20 to 31 plf at 25.67
BC: From 14 plf at 0.00 to 14 plf at 5.20
BC: From 7 plf at 5.20 to 7 plf at 25.67
TC: 149 Ib Conc. Load at 7.06, 9.19,11.19,13.19
15.19,16.44,18.44,20.44,22.44,24.44
BC: 3897 Ib Conc. Load at 5.20
BC: 17151b Conc. Load at 7.06,18.60
BC: 1637 lb Conc. Load at 9.06,11.06,13.06,15.06
BC: 78 lb Conc. Load at 9.19,11.19,13.19,15.19
16.44.18.44
BC: 1646 Ib Conc. Load at 17.06
BC: 1551 Ib Conc. Load at 20.48
BC: 1546 lb Conc. Load at 22.48,24.44
Code / Mlsc Criteria
Defl/CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TPI Std: 2014
VERTILL): 0.283 D 999 361
Rep Factors Used: Yes
VERT(CL): 0.523 D 585 241
FTIRT:10(0)/10(10)
HORZ(LL): 0.063 C - -
PlateType(s):
HORZ(TL): 0.117 C - -
WAVE, HS
Creep Factor. 2.0
Max TC CSI: 0.798
Max BC CSI: 0.594
Max Web CSI: 0.891
Wgt: 537.6IDS
VIEW Ver. 19.01.00A.0618.15
Puriins
ln lieu of structural panels or rigid Calling use pudins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7,00 25.67
BC 120 0,15 25.67
Apply pudins to any chords above or below fillers
at 24' DC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
♦ Maximum Reactions
(Ibs)
Gravity
Non -Gravity
Loc R+ /R- /Rh
IRw /U /RL
O 11056 /- !-
P 15964 !-
P 12351 /- !-
/- 15892 !-
Wind reactions based on MWFRS
O Brg Width = 8.0
Min Req = 3.1
P Brg Width = 8.0
Min Req = 3.4
Bearings O & P are a dgid surface.
Bearings O & P require
a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 17 -17
-
E-F 38827681
B - C 4017 -7559
F - G 3882 -7681
C - D 4163 -8037
G - H 2512 -5125
D - E 3882 -7681
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -M 6742 -3572 K - J 5296 -2613
M - L 6 52 -3524 J -1 82 -46
L - K 8026 -4160
Maximum Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-N
0 0
F-K
199 -164
M - C
2099 -1098
K - G
3004 -1598
C-L
1764 -813
G-J
1164 -19%
L-D
125 -29
J-H
6138 -3001
D - K
350 -434
H -1
1814 -3595
"WARNING•' Please fhomughly review the -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ACKNOWLEDGMENP foml.
Ved etleslgn parameters end read notes on Nis Tess Design DrewNg (rDD) entl Ne apeaelly Engineer reference sheet before use. UNess oNenWsa skt� on Iha TDD, oNy Alpine
n MrpleksshallbeusedforfM1eTDDkbevaOd.AseTruuDasignEngi,rearing(.a.SpedalryEnginee)0,esealonanyTOOrep-stssecepknmof0,prefesslonalenglneerin Manuel Martinez, P.E.
re ponsibiliry for the design or Ne single Tress tl.plaad. the TDD.Ny, untler WI.I. The design assumptions, kadkg condgons, sW.Wiiry end use of Nls buss for any Bulldhg k the
responsibility of"'Owner, the Ownetsauf tIadagent orth.B,Ading Designer,inNemnted of Ne lRC, th.IBC,loralbulldin9vx. nd TPl-1. Thesppmval of Ne T00 end a,ryfeltl #047182
olthe Tress, IntlV4, handling, storage, Inskllatkn and Ig sM1all be Ne responsibility of tM1e Building DeslgnereM Canbaclor. M nakI. set out in Me Too ft WeD.n dces and 4620 ParkVew Dr
guldellnes of"iBWd'ug Component Safety lydomladon;SGn published by TPI end S.DA are refarenredfmganerelguidance. TPI-ltlefi W, Mere In
llioo a.d tludesof Ne Tress
Ddgner,Speclalty Englnevand Tress Manefac ,re unlessoNervwd,fnetlbya Co dagreetlupaninwrlNg by eA PsMas lnvolw;tl. The Sp daffy Engineer is NOT the .St Cloud, FL 34771
Beiltl�kg Designer -Tress System Engineer of any bulldlg. Allcepiklixetl krms ere es tlef edkTPl-1.
m 0'a'a A.1 RmITnaw_Ra,r .._Nude hnumn.Nxmrmm.komNnsm uulw,Im,winr.n nm„iuw, nfA.tPmrTna�re
Job - imss truss type wry Fry 1UL320Ta
77927 HJ2 HIP_ 2 1 2478
.579
�-1-4.11-{
c
,2 T
4.24 p
®3X4 B
T
p a7.5X4(R)A I
1 G EE 11I
F 1.5%3 0
3%6
vorli
Se4T PIATE REQ.
2'11'---(-- 2'8"2--{
24#
Loading Criteria Ipsq
Wind Criteria
Code I Mlsc Criteria
DeIIIICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflectlon In loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): -0.021 E 999 360 Loc R+ I R- / Rh I Rw / U / RL
BCLL: 0'00
Enclosure: Closed
Rep Factors Used: Varies
by Ld C VERT(CL):-0.022 E 999 240 F 156 I- /- I- 1358 1-
BCDL: 7.00
Risk Category: ll
FT/RT:10(Oy10(10)
HORZ(LL):-0.021 B -
- D 41 /- /- /- /96 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.021 B -
- C 6 /-49 /- I- 186 /-
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 sf
p
Max TC CSI: 0.24fi
F ergWidth = 9.5 Min Req = 1.5
Load Duration: 1.25
BCOL: 4.2 psf
Max BC CSI: 0.303
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h12
C Brg Width = 1.5 Min Req = -
C8C Dist a: 3.00 itMax
Web CSI: 0.093
Bearing F is a rigid a dace.
Loc. from endwall: NA
Wgt:22.41bs
Bearing F requires a seat plate.
GCpl: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 29 -31 B-C 52 -29
Top chord 2x4 SP#2
Bot chord 2X4 SP #2
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
It Level Return 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
F- E 2 -8 E- D 0 0
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 0 plf at
-2.92 to 61 pif at 0.00
Maximum Web Farces Per Ply (Ibs)
TC: From 2 plf at
0.00 to 2 plf at 2.68
Webs Tens.Comp. Webs Tens. Comp.
BC: From 2 plf at
0.00 to 2 plf at 2.68
A - G 0 0 B - E 17 -10
TC: -57 lb Conc. Load at 1.29
BC: 24 It, Conc. Load at 1.29
B - F 258 -117
Purlins
ln lieu of structural panels or rigid ceiling use pudins
o laterally brace chords
as follows:
Chord Spacing(In
oc) Start(ft) End(ft)
BC 32
0.00 2.68
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
23
irec�%ams en ecceplanm of Ne Pmfessiona".n 1 eeen Manuel Martinez, P.E.
weOebatyene usa of ibb Tress fw eer evumna:a me #047182
a aea T 14. The epweval ofine Too am aeyaeie
1n. no ease 5elaulm Cia Too aae lna prdtlices see 4620 ParkView Dr
'dv.d.eTh. Spepfalt EigNeer is NOTine of Ne TNu St Cloud, FL 34771
Ype Vry rry-lu<a,<uia
77927 Z; . HIP_ 1 1
2479
F-1.3"
Loading Criteria (pan Wind Criteria
Code / Mlsc Criteria
Deft/CSI Criteria ♦ Maximum Reactions
(Ihs)
TCLL: 20.00
Wintl Std: ASCE 7.10
Code: FBC 2017 RES
PP Defection in loc L/defi L/# Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.065 E 758 360 Loc R.I R- / Rh
I Rw / U / RL
SCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies
by Ld C Iiq-:RT(CL): -0.066 E 743 240 F 186 /- /•
I- /978 /104
BCDL: 7.00
Risk Category: ll
FT/RTAO(Oy10(10)
HORZ(LL):-0.070 B - - D 68 I- I-
1- /373 /0
Des Ld: 37.00
EXP: C Kt: NA
Plate Type(s):
HORZ(TL): 0.071 B - - C 27 /-31 /•
1- 158 /-
Mean Height:25.00 ft
WAVE
Creep Factor. 2.0 Wintl reactions based on
MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.359 F Brg Width = 9.5
Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.894 D Erg Width = 1.5
Min Req = -
Spacing: 24.0'
MWFRS Parallel Dist: 0 to h/2
C Big Width =1.5
Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.228
Beading F is a rigid surface.
Loc. from endwall: NA
Wgt: 34.3111s Bearing F requires a seal
plate.
GCPI: 0.18
Maximum Top Chord Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 29 -31
B-C 69 -20
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Maximum Bot Chord Forces
Per Ply (Ibs)
:Lt Level Return2x4 SP #3:
Chords Tens.Comp.
Chords Tens. Comp.
Special Loads
F-E 0 -61
E-D 0 0
D0 1
TC(Frromer
pf at
-2.921toe 61 plf at -000
Maximum Web Forces
Per Ply (Ibs)
TC: From 2 pllf at
-0.00 to 2 plf at 4.09
Webs Tens.Comp.
Webs Tens. Comp.
BC: From 2plf at
0.00 to 2pit at 4.09
TC: -581b Cone. Load at 1.29
A-G 0 0
B-E 90 0
BC: 24 lb Conc. Load at 1.29
B - F 233 .116
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 49 0.00 4.09
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Left bottom chord exposed to wind.
ROOF TRUSSES (-SELLER-), GENERAL TERMS antl CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT• fmm.
slg. D s u, Too) antl Im Spetlally ENI-sr rel . sheet before use. UNess olb-mus suds] m die Too, only Alpine a
Truss Dear, Englmsm"C,.a. Specially Engsne L the seal m any TDD repres- macceptance of the mstsssimst millnemn Manuel Martinez, P.E.
ar NeBddhg Desgn,, inu,ee mdof Ne IRC, the IBC,'ng 1=1 building tact, sin'TPddu Theeppre Iofthe TDDandmyfield ti 047182
nd brechg span be the responsibility of Ihs BuildingDeigneraM Ccmrector. An notesseloudi.Ihe TDDandthep=:and 4620 Park�ew Dr
BSCI)puNiabsd by TPI end Beck ere referencedforgenerel guidance. TPI-1 def Neresponsibintles and duties of the T.
e^ems otherwise defined byeContracl agreed upon In willing by all Isaias lmroNed. The Spetlaly Engineeris NOT Ne St Cloud, FL 34771
- „rPo y �1,y . ..,,.,.,.
77927 HJ3A HIP_ 1
2482
Loading Criteria (pep
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzb NA
Des Ld: 37.00
..an Height: 25.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: NA
GCpi: 0,18
Wind Duration: 1.60
.tea
i—zs•,p-I
Code I Mlsc Criteria
all
DefIICSI Criteria
♦ Maximum Reactions
(Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity
Non -Gravity
TPI Sid: 2014
VERT(LL): -0.122 E 401 360
Loc R. / R.
/ Rh
l Rw / U
I RL
Rep Factors Used: Varies
by Ld C
€ART(CL): -0.132 E 371 240
F 353 /-
/-
!- [747
1110
FT/RT:10(0u10(10)
HORZ(LL):-0.144 B - -
D 68 /-
!-
/- /191
I -
Plate Type(s):
WAVE
HORZ(TL): 0.150 B - -
C 69 /-
W d b
/-
d
/- /123
MWFRS
!-
Lumber
Top chord 2x4 SP #2
Bot chord 2.4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Special Loads
--(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 61 plf at -2.92 to 61 plf at 4.09
BC: From 14 plf at 0.00 to 14 plf at 4.09
TC: '29 lb Cone. Load at 1.29
BC: 12 lb Cone. Load at 1.29
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 13 0.00 4.09
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Left bottom chord exposed to wind.
Creep Factor. 2.0
m reaons ase on
F Brg Width = 9.5 Min Req = 1.5
Max TC CSI: 0.593
Max BC CSI: 0.999
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.334
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Wgt: 32.2 Ibs
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 53 -56 B-C 92 -51
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 0 -60 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-G 0 0 B-E 93 0
B - F 371 .317
"WARNING" Please alomughly rMAmv Me-A-1ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER rBUYER') ACKNOWLEDGMENT Tom,.
Very design paameters and rand notss as Nis Truss Deal, Dawing CMD) and Me Specialty EiS raer reference sheet WMe use. Unless MhMW es slated on Me TOO, only Alpine
n ctorplales,heilbeusedforiheTDDlobavalid.AseTrussDesignEngirreering(I.e.SpetlairyEngineer),IhesealonenyTODrepresenbanaaepWnwof,hepafesslonalengineern Manuel Martinez, P.E.
responsibility far the designol Me single Tmsa tlepic[ed on Me TDDonly,under TPl-,.Thad,sign,ssumpaons,loadingwnditons,sultabiRyandusadOls Tassforeny Buildingisthe #f Q47162
responsibllily of the Oanar, ere Owners -Mired agent or Me Buidi^g Designer, In the ra 4of Me IRC, Me IBC, local building rude and TPIA. The approval d Me Too and any field
eMMe Truss. Inauding handling,guidelines M slorege. installadon and baring shall be Me responsibility pf Me Building pesigner antl ContaCer. All ndee set outin Me TpD and Me pacdces and 4620 ParkVew Dr
Deslgnw.Siedalty EEinepe and TrutssaManulac[urer�u^IessCONerwise definetl by edCo tlagreefdupon inrevm'tingby ell paNes invoFsed T,,SpetlaryngllneaMls NOTMe ofNe Truss St Cloud, FL 34771
Building pesigner ar Tr Sysem Engineerdany bulMirg. All opitel'ved as ere as defined In TPI-t.
rpe uty r-ly ,4rCOmem
77927 HJ4 HIP_ 1 1 2469
-54#
--1'4'S 121.10 --{
C
2 T T
4.24 p v
=2X41A1)a
� 1N
61.5x4(R)A D
SEAT PLATE RED.
i 2'e•15 -i 4731
Loading Criteria (pao Wind Criteria
Code / Mlsc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In loc Vdeg L#/ Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loa R+ 1 R- I Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C 4'ERT(CL): NA
B 192 /- !• /- 1321 I-
BCDL: 7.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.006 D -
- D 57 1-13 I- /• 124 /-
EXP: C Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.006 D -
- C 36 1-19 I- /- /39 /-
Mean Height: 25.00 It
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
: TCDL: psf
NCBLoad
Max TC CSI: 0.240
B Brg Width = 10.6 Min Req = 1.5
Du
Duration: 4.2 psf
Load Duration: 1.25 BCDLMWFRS
Max BC CSI: 0.168
D Brg Width = 1.5 Min Req = -
Parallel
Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2
_
C Brg Width = 1.5 Min Req = -
CSC Dist a: 3.00 ft
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: NA
Wgt: 21.0 Its
Bearing B requires a seat plate.
GCpi: 0.18
Wind Dumlion: 1.60
VIEW Ver. 19.01.00A0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 29 -30 B-C 67 -13
Bct chord 2x4 SP #2
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Special Loads
-(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25)
B-D 0 0
TC: From 0 plat -2.83 to fit plf at 0.00
TC: From 2 plf at 0.00 to 2 plf at 4.18
Maximum Web Forces Per Ply (Ibs)
BC: From 2 plf at 0.00 to 2 plf at 4.18
TC: -54 lb Conc. Load at 1.38
Webs Tens.Comp.
BC: -2 lb Conc. Load at 1.38
A - E 0 0
Puriins
In lieu of structural panels or rigid ceiling use puriins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 48 0.15 4.18
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
-WARNING"
Please thomughly reWewthe'A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMSend CONDITIONS CUSTOMER('BWER') ACKNOWLEDGMENP form.
'enedesignpamm meMmadno1,son Nis Tmss Design Drawing(rDD)and Ne SmdattyEngineermfemncesheetbeforeuse.UNessoNeW.stated an to
Ton, only Alpine
,nndmpletesahall be usadr". TODtobe valid. Asa Tmas Design FJgineedrg p.e. Spedelry Engineer), Ne seal on any Too reresen pts en a-atence MNin a Anal-boalenila-Manuel Martinez, P.E.
sppnalbllity for the design of N, sing?, Truss deplded on the Too only, under TPI-t. The design easumptbns, bading condN...... lrablliry and use of Nls Truss for any Building is Na
)sXnsibility of the 0. O+mer's euthodxed a gent or Ne B10ding Designer, in the conleM of the IRC, to IBC, ?oral buildIng code and TPI-1. The approval of via Too and any fled #047182
ae ofthe Tmss, induding handling. Manage. InsbOatlonand bade shall W the reaponslbllity,l Na BWI&g Dglgn-W Conbad All notes set outb Ne TOO and Ne padbes end 4620 ParkView Dr
uldelines pfiha Buidbg Component Safety lnfomatlon(BSCI) puNished by TPl and SBCAere referenced fargenealguldarwe. TaMdefinea Neasponsibilili s .ddurw&Ne T.
adgnen Spedalry Ergiaearend Tmas MaoVdurer,unlass otherwise defined by a Conwadogreed upon b writing byeg paNes loval.d. The Spadalty Englreer is NOT Na St Cloud, FL 34771
a m TTIn 1112 O"IMr. S�mRErmmine��l eN'Nbul�in�. AA cepVlUf tl�le�reMaa��,finM I�TPN.
m n - v ma mm. I nr •n �wmeeim ryAIRMITnL[MR.
s type vry 7 wesimla
77927 HJ5 HIP_ 1 1
2559
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 fl
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Level Return 2x4 SP #3:
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 0 plf at
-2.83 to 61 plf at -0.00
TC: From 2 pit at
-0.00 to 2 plf at 3.06
BC: From 2 plf at
0.00 to 2 plf at 3.06
TC: -6 lb Conc. Load at 1.38
SC: 12 lb Conc. Load at 1.38
Purlins
In lieu of structural panels or dgid ceiling use pudins
to laterally brace chords
as follows:
Chord Spacing(in
oc) Starl(fl) End(ft)
BC 35
0.15 3.06
Apply purlins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
_7
f--1'4*8 1.8.3 -�
C
12 TT
4.24 2
=2X4(A,) B
1 iV
m1.5X4(R)A D
-117-{
SEAT PLATE RISC.
i Z9115 i-3'0'12
i
12#
Code l Misc Criteria
De01CS1 Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection to loc Udell L/# Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): NA
Loc R./ R- / Rh / Rw / U / RL
Rep Factors Used: Vedas by Ld C VERT(CL): NA
B 168 /- A A 1258 !-
FT/RT:10(o)/1000)
HORZ(LL):-0.002 D -
- D 35 /-8 !- /- 121 /-
Plate Type(s):
HORZ(TL): 0.002 D -
- C 19 /-15 /- /- 144 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.225
B Brg Width =10.6 Min Req = 1.5
Me z BC CSI: 0.086
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
-
Bearing B is a rigid surface.
Wgt: 18.2 lbs
Bearing B requires a seat plate.
VIEW Ver. 19.01.00A0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. ChoMs Tens. Comp.
A-B 29 -30 B-C 49 -15
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
A-E 0 0
s Ux,rmgh1yreviewlhe'A-1 ROOF TRUSSES (°SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT- farts.
Idreadsolesan Nis Truss Design Dm ,gfmD)aMthe SpedaltyEngineerreferencesM1 tbeforeuse.UNessothenvmslatedmt5e TDD,only Npine
ad for the TDD to Im valid. As a buss Design Eng'ureer0lg (W. SNd,lty Engineer), Ne seal on any TDD represents m -pianm of the prefesAmA mgineed
& the single Truss d,11d on Ne TDD o*. under 71-1. The design --pit m. loading conditions, suitaNlily end use of Nis Truss 1wmy Bwlding Is the
the Own mt..daaentor Ne aal-Desloner. tithe mnteH of lhn IRG McIRC.loril hulldinn mda nM TPI.1. 1aen-11-TOOand env field
Manuel Martinez, P.E.
# 047182
4620 ParkVieW Dr
St Cloud, FL 34771
ype 3 rly �u<si<uie
77927 HJ7 HIP_ 3 1 2a71
F 2 1'48-�-21-15 1-! J- 25'15 2'g•ig-I
D
12
4.24 2
®3X4 C
a2X4(A1)B 1 a
a1.5xd(R)A G F E
1.5X4
�1
S_ PUTS REo.
F--2715 1 9-1011 -1
}
-2p
1
151p
Loading Criteria (ps0 Wind Criteria
Code! Mlsc Criteria
Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.527 F 220 360 Lee R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies
by Ld C stRT(CL): 0.428 F 271 240 B 337 /- I- !- /620 I-
BCDL: 7.00 Risk Category: ll
FT/RTAO(Ov10(10)
HORZ(LL):-0.102 C -
E 211 /- A 1- 1271 1-
F�CP: C Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.105 C -
- D 151 /- !- !- /174
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.553
B Brg Width = 10.6 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
Max BC CSI: 0.999
E Brg Width = 1.5 Min Req = -
Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2
D g Width Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.490
Beading 8 is a rigidsurface.
Loc. from end- 1: NA
Wgt: 43.41bs
Bearing 8 requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
Lumber
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chards Tens. Comp.
Top chord 2x4 SP 240 E
A-B C-D 88 -71
Bol chord 2x4 SP 2400f-2.0(-2.0E
B - C 1129 06 --30
680
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
-(Lumber Dur.Fac =1.25l Plate Dur.Fac.=1.25)
B - G 629 -979 F - E 0 0
TC: From 0 pit at -2.83 to 61 pit at 0.00
G - F 609 -9W
TC: From 2 pit at 0.00 to 2 pIf at 9.84
BC: From 2 pIf at 0.00 to 2 pit at 9.84
Maximum Web Forces Per Ply (Ibs)
TC: .54 lb Cone. Load at 1.38
Webs Tens.Comp. Webs Tens. Comp.
TC: 109 Ib Conc. Load at4.21
TC: 244 Ib Conc. Load at 7.03
A - H 0 0 C - F 1010 -647
SC: -2 Ib Conc. Load at 1.38
G - C 273 -385
BC: 80 lb Conc. Load at 4.21
BC: 151 lb Conc. Load at 7.03
'
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 76 0.15 9.84
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
"WARNING" Please thoroughly reMmthe'A-1 ROOF TRUSSESCSELLER'7, GENERAL TERMS and CONDITIONS CUSTOMER(BUYER•I AC"OWLEDGMENT' form,
ringQ SpedalryEngin 2diesealonairyTOOrepresentsanaaeptanmMNeprofessi�nalenglneedn I Manuel Martinez, P.E.
TPI.1. The design assumpdms, Imding mndI— suitablfty and use of this Tmss F. eery Building Is Me
sr, in the context of Ne IRC,MeIBe,
local bugding code end TPl-1. The approval of Me TDD end enyfieltl #047182
Iwnsibltity of the Building D.Ignerand COMadan Aff rwtes sd out in ft TDD end Ne precdces eM 4620 Park�ew Dr
la SBCAarereferenmdfargene 1VWanm. TPI-1deMeatheresponsibigdesand tluges of the True
by.C_dagrmtlupon Idngby.11Wesinvohred. The Sixilty Engineeris NOT Me St Cloud, FL 34771
IJob r Truss Truss Type Qty Ply 1223/2019
77927 HRA HIP_ 1 1 2aao
7U4 86% axis
�__nr'o
E t
2
4.24 p
%1.SM D
a 1.5%4C I n
r•2Xi(Al 1
a
a1.5Xd(RIA 01.5X4 G F
H �i.$Xg
SEAT I-ni REG.
-T9'15 9'10'1 �
F 1'd'8-1--T9'15 29'15
8aY � ta3#
Loading Criteria (pan Wind Criteria
Code / Mlsc Criteria Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Deflection in loc L/defl LI# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014 VERT(LL): -0.388 G 247 36C LOG R+ / R- / Rh l Rw I U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C ggRT(CL): 0.249 G 386 240 H 479 /- 1- /- I7267 /-
BCDL: 7.00 Risk Category: Il
FT/RT:10(Ou10(10) HORZ(LL):-0.098D -
- F 117 P /- /- I119 /-
EXP: C Kzt: NA
Plate Type(s): - HORZ(TL): 0.100 D -
- E 109 /- /- /- /132 !-
Des Ld: 37.00 Mean Height: 25.00 it
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TCCSI: 0.838
H Brg Width = 11.3 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 sf
p
"
Maz BC CS 0.993
F Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
E BigWidth = 1.5 Min Req = -
C8C Dist a: 3.00 ft
Max Web CSI: 0.993
Bearing H Is a rigid surface.
Lod from endwall: NA
Wgt: 42.7 lbs
Bearing H requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (lb s)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 29 -30 C-D 142 -139
Bol chord 2x4 SP#2
B-C 132 -107 D-E 39 -44
Webs 2,6 SP #2 : W2 2x4 SP #3:
:It Level Return 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
-(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25)
B-H 116 -128 G-F 0 0
TC: From 0 plf at -2.83 to 61 plf at 0.00
H - G 100 -91
TC: From 2'plf at 0.00 to 2 plf at 9.84
BC: From 2 plfat 0.00 to 2 plf at 9.84
Maximum Web Forces Per Ply (Ibs)
TC: 761b Cone. Load at 1.38
TC: 861b Cone. Load at 4.21
Webs Tens.Comp. Webs Tens. Comp.
TC:.206 lb Cone. Load at 7.03
A-1 0 0 D-G 104 -121
BC: 82 Ib Cone. Load at 1.38
C - H 533 -223
SC: -3lb Cone, Load at 4.21
BC: 122 It, Core. Load at 7.03
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 108 0.00 9.84
Apply purling to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
iso iho-ghly review Ihe'A.1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
and read notes on Nis Truss Design D.w q MD) and the SpaGalry Engineer reference sheet before use. Unless o Wa, staled on did MD. only Alpine
usetlfa the Too. Wvalid. As a Truss Design Engineering(.,.Specalry Engineer), Ne seal dnay TOD represents an aaeptance of iha pmlesslonal engineedn Manuel Martinez, P.E.
I�ihs O+me9's authodzeCiegent orNe BuOding DevagnerP,hNe acorrtetl of Me IRC,tW IBC, loaial building c,de aM PldA. The pp� Iofihe TODI,.d,ayfield 4047182
1ComponnenlSefay inbnnlieoon(esCI)puNisheecy Pledd SBCAareretereniced "�generelguld8"" TPl- defines the russpo sibialitlso Bad d lias ocfM, Trudss 4620 ParkView Dr
antl Truss ManViacWrer, unless oftWae defined by, Come a greed upon in writng byell panties Nvdved. The Sioadlly Engineer is NOT Is St Cloud, FL 34771
System Engineer of any Wilding. Aa ppltal@ad tans ere az defined in PI-1.
Job
Truss Type
Qty
Ply
1223/2019
' 7
77927
A02
HIPS
I
1
I
1
1
2502
30'8• 8'8'131
EH0510 E4X6 s4X4
=4X6 =3X4 =3X4 �SXg
'3X4
12 D E F T2 G
H 1 J T2 K
T 63X6
g(A
1) a4X6(D
T
y3X3 (a)
T e U
T O
a)W8
L o
1 Lx A
tg
ppg AC AA ZY WNX S R
7F8 xi =4X10 =H0510
P O N M 84
1
tltl
64X6(R)
e5X6
-7X8 =3X4
SEAT PLATE REQ. SEAT PLATE REQ.
14' }
41714
{-2'=` 19018 48 11'4'12 48
1T11'12 } 8'10'14--{
48'6'14
Loading Criteria (ps0 Wind Criteria Code I Mlso Criteria
Deg/CSI Criteria A Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Sld: 2014
VERT(I-Q: 0.265 1 999 360 Loc R+ / R- / Rh
! R. / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.502 1 979 245 B - /-908 /•
l460 1477 /238
BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10)
HORZ(LL): 0.042 M - - AC 3112 1- /-
/1657 /1645 I-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 37.00
(TLY 0.081 M - - L 1378 /- /-
1808 1740NCB/-
..anHeight: 25.00 ItHORZ WAVE, HS
Creep Factor. 2.0 -. Wind reactions based on MWFRS
BCDL: 5.2 psf
Max TC CSI: 0.793 B Brg Width = 8.0
Min Req = 1.5
Load Du: tion:
Load Duration: 1.25 BCDL: 4.2 psf
MeBC CS'0.998 AC .Brg Width = 8.0
Min Req = 3.7
Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2
L. Brg Width =-
Min Req = -
C&C Dist a: 4.86 ft
Max Web CS': 0.960 Bearings B & AC are a rigid surface.
Loc. from endwall: not in 6.50
Wgt: 285.6 Ibs Bearings B & AC require a seat plate.
GCpI: 0.18
Maximum Top Chord Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Top chord 2x4 SP M-30 :T2 2x4 SP #2:
A- B 50-0
G- H 22311 -3056
Bot chord 2x4 SP#2:B42x6 SP#2:
B - C 2327 1462
H -1 223-3056
Webs 2x4 SP #3 :W8 2x4 SP #2:
C-D 1804 -1462
I-J 2010 -
:Ll Level Return 2x4 SP#3:
D-E 417 -305
J -K 1ga5 -2675
2632
E - F 1429 -1856
K - L 1731 •2487
Bracing
F-G 1429 -1856
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces
Per Ply (Ibs)
Plating Notes
Chords Tans.Comp.
Chards Tens. Comp.
All plates are 1.5X4 except as noted.
B -AA 1399 -2032
T - Q 3062 -19D9
Purim
AA-Z . 45 •66
S-R 0 0
In lieu of structural panels or rigid calling use pudins
Y - W 1314 -1682
R - P 67 -39
to laterally brace chords as follows:
Z - X 33 -44
P - 0 2655 -1676
Chord Spacing(in oc) Start(ft) End(ft)
W-U 1324 -1706
O-N 2130 -1372
TC 24 9.00 39.67
X - V 0 0
N - M 2131 -1372
BC 42 0.15 9.90
U-T 433 -183
M-L 2124 -1370
BC 51 9.90 21.83
BC 62 21.83 48.57
Maximum Web Forces
Per Ply (Ibs)
Apply pudins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Camp.
at 24' OC unless shown otherwise above.
A -AB 0 0
T-G 1039 -1533
Hangers l Ties
C-AA 866-1152
G-Q 637 -348
(J) Hanger Support Required, by others
C-Y 701 -296
Q -R 94 0
AA-Y 1905-2759
Q-I 409 -233
Wind
D-Y 1509 -2446
Q-P Z707 -1709
Wind loads based on MWFRS with additional C&C member design.
D - U 2519 -1724
I - P 475 -578
Left bottom chord exposed to wind.
Y-Z 337 -270
P-J 50 -54
W-X 210 -281
J-O 342 -364
Additional Notes
U - E 1038 -1419
O - K 634 -468
Negative reaction(s) of-908# MAX. from a non -wind load case requires uplift
E -T 1816 -1193
M - K 322 -40
connection. See Maximum Reactions.
F-T 211 -230
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
most be taken during handling, shipping and installation of trusses. See
'WARNING' note below.
"WARNING- Please, thoroughly review the-A-1ROOF TRUSSES('SELLER'), GENERAL TERMS entl CONDITIONS CUSTOMER ( -BUYER -)ACKNOWLEDGMENT' form.
Vanedesignparametersendread notesonthis Trussp ign Drawing(MD)entl Ne SpedaltyErginearreferenceshellbeforeuse.UNass e,tMrvAsa sfatetlon Ne TDD,only Npne
rtor plates shall Ea used foriha TpO to Da valid. AsaTruss Design Engineenng(.e. Spetlalty Engineer), Me seal
reap¢nslbility for the tledgn of the single Truss tlepidetl on Ne TOO ONy, untler TPl-1. The design assom g
an any T00 represents an accep`d-0fihapmf'aeVlengineenn
mntlltlong ebi use of W¢Tmss forany Buil
Manuel Martinez, P.E.
4047182
d TPII-
responsibility olthe Owner, Ne Owners eulhorizetl agent or Ne Bugtling pesigner, in Ne mnteno/Ne IRC, MaIBC, localbuildingcode91 iase The approval olihe TDD and any fieltl
C. Me ISO.l ced rd as fi.
asfNeTmss,indudinghantlling,storage, insWladenandWatlngshallby'rPl.ponsiMitya(feniaeiigDesynligudContra inihaTDDantlNepraSresantl
4620ParkUewDr
guWdines of the Building Component Safetylnfarmatlon(as PI-1dotassetout
Cn published by TPl entl SBCA are referenredfargeneml guidance. TPI-1 tlefires Ne responsibiWes entl dales of Ne Truss
Dedgner,Speclelty Ergireeraad Truss ManulacWrer, unless otheiwisedefined Eye Contradagreetl upon in writing byall parties involvetl. TheSpad,ny Enginearis NOTlhe
St Cloud, FL 34771
BUIItl tee�igneepor Truss System Engine¢rof airybullring. Maptameat=ereas definedin 111.
m-aMTnuuv-a„m�rixavnNnueem�mwtl.Inanvlmm.krvNulYtMWihvnma wmnn wmlu�m,na-f amtmiwe
Job I maS Truss Type
77927 HJ7B HIP_
1ty I Ply 1121231211111
2615
mra ama
F nre�-rals---i--za•,s�rs-,o-{ `
E F
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•01(A, 1
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,fibtl
tr1A
Loading Criteria (psn Wind Criteria
Code I Misc Criteria
Deg/CSI Criteria A Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sld: 2014
VERT(LL): -0.314 H 132 360 LOC R+ / R- / Rh
/ R. l U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies
by Ld C @�RT(CL):.0.322 H 129 240 H 911 1- /-
1- /3215 I-
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.149 D - - H 139 /-24 /-
11098 1- I-
EXP: C Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.151 D - F 46 /- /-
/104 1-
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0 E 29 / /_
/42 1 /
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.439 Wind reactions based on MWFRS
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.748 H Erg Width = 5.7
Min Req = 1.5
C&C Dist a: 3.00 ft
H Brg Width = 5.7
Max Web CSI: 0.322 F Brg Width =1.5
Min Req = 1.5
Min Req = -
Loc. from endwall: not in 4.50
Wgt 47.6 Ibs E Brg Width = 1.5
Min Req = -
GCpI: 0.18
Bearings H & H are a rigid surface.
Wind Duration: 1.60
VIEW Ver. 19.01.00A.08.1561Bearings H & H require a seat plate.
Lumber
Maximum Top Chord Forces
Per Ply (Ibs)
Top chord 2x4 SP M-30
Chords Tens.Comp.
Chords Tens. Comp.
Sot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3 :W1 2x6 SP #2:
A _ B 29 _30
C - D 11 -37
:Lt Level Return2x4 SP#3:
B-C 838-1893
D-E 98 -65
Special Loads
Maximum Sot Chord Forces
Per Ply (Ibs)
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
Chords Tens.Comp.
Chords Tens. Comp.
TC: From 0 pit at .2.83 to 61 plf at -0.00
TC: From 2 pit at -0.00 to 2 pit at 9.84
B - H 3444 -1533
G - F 0 0
BC: From 2 plf at 0.00 to 2 plf at 9.84
H - G 3006 -1329
TC: 2071b Cone. Load at 1.38
TC: 861b Conc. Load at 4.21
Maximum Web Forces
Per Ply (Ibs)
TC: 206 Ib Conc. Load at 7.38 03
BC: 166 lb Conc. Load at 1.
Webs Tens.Comp.
Webs Tens. Comp.
BC: 43 lb Conc. Load at 4.21
A -1 0 0
C - G 759 -1708
BC: 40 lb Conc. Load at 4.21
BC: 122 lb Conc. Load at 7.03
H - C 1725 -805
D - G 348 -210
Purlins
In lieu of structural panels or rigid Calling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.84
Apply purilns to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Please to=ghly mVm the'A-1 ROOF TRUSSES ('SELLER-). GENERALTERMS end CONDRIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
lers antl read rwtes on tlJs Trvss Design Dnxwino fiDDl antl the SoetlalN Enalronrnalemnae Nrot M/nm uxe UNess othervrise siatetl an Ne TOD anNAlpine
Drepresentaan-planceof Nepmfessionalenginaedn Manuel Martinez, P.E.
itebllityanduse&t 1s Tnt fprany Building Is the
wtleantl TPIA. Theapprevalofi TDDendanyfeld #047182
tor. All notes setom m the TDDandibep,p ,and 4620 ParkVlew Dr
of as e'. SpetlaltypEnglnleerls i OTft m'�a Trey' St Cloud, FL 34771
Job ' Truss Truss Type CityPly 1223/2019 2547
77927 J1 I JACK 11 1
12
6 B
T
ti
3X4(B 1) A in
C
Loading Criteria (osp
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TIP[ Std: 2014
BCLL: 0'00
Enclosure: Closed
Rep Factors Used: Yes,
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(.):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
got chord 2x4 SP #2
Puriins
In lieu of structural panels or rigid ceiling use puriins
to aterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 23 0.00 1.88
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
"WARNING" Please thorauahN ravlew llhe'A-1
1 r 10"8
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell LN
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- I Rh / Rw I U / RL
VERT(CL): NA
A 72 /- I- 144 124 /67
HORZ(LL):-0.001 C - -
C 31 /- /- /16 /2 /-
HORZ(TL): 0.001 C - -
B 54 /- /- /39 f71 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.128
A Brg Width = 1.5
Max BC CSI: 0,055
C Brg Width = 1.5
Max Web CSI: 0.000
B Brg Width = 1.5
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 7.0 Its
Chords Tens.Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 24 -91
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
mm
11, Too, only'Pina
e. Meprofeesloaalangiaeedn Manuel Martinez, P.E.
"'rcreayawama�eme 4047182
T1 mma mo aaa aayrew
oo aad me Prealaae aaa 4620 ParkUew Dr
vl des end dWes of Ne Truss
,in.. NOTlhe St Cloud, FL 34771
77927 1 EJACt ypa
3y 11y I I�za,�u,a
2731
T
V7
1
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6 p
�3X4 B
(V
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3 1 1
F E D
� 1.SX4
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SEAT PLATE REQ.
�— 2-0"12 — i V11 "4 --{
Loading Criteria (p q
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(Oy10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 42
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Pudins
In lieu of structural panels or rigid ceiling use purtins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 23 0.00 1.94
Apply pur ins to any chords above or below fillers
at 24. OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
Please NbmugNy review me-A-1
tars and read notes an ibis Truss D
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Lldefl L/#
Gravity Non -Gravity
VERT(LL): -0.004 E 999 360
Loc R+ 1 R- / Rh / Rw / U / RL
VERT(CL):-0.005 E 999 240
F 246 1- /- /217 /108 1130
HORZ(LL):-0.005 B - -
D 30 1- /- 143 /66 1-
HORZ(TL): 0.006 B - -
C 11 /- /- /51 151 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.507
F Big Width = 7.3 Min Req = 1.5
Max BC CSI: 0.130
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.140
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Wgt: 18.2 lbs
Bearing F requires a seat plate.
VIEW Ver. 19.01.00XO618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 52 0 B-C 28 -49
ang snail byW riI,d SB 0Airy oiq, a'd g eeslg W,i Cbnl2�Mor. All notes set
ISCI)Wbllsbed by TPl entl SBCA are reterenasd lagenerel guide. TPI-1 deflms Ne
,ss oNenvlse tlefinetl bye Cbntrecl agreed upon inwdting by e0 parties invdved. ThaSpa
M raWtallzW lertns are es d� ed N TP41.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 56 -205 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-G 0 0 B-E 282 -75
B - F 250 -236
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job ' Truss Tmss Type City I Ply 1 12/23/2019
77927 J3 EJAC 4 1 2622
C
s—PUTS REO.
l---2'0°12 -}- 2-11.4--�
Loading Criteria (a ri
Wind Criteria
Code / Mise Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
..an Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from an wall:. not in 9.00
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
8C 35 0.00 2.94
Apply pudins to any chords above or below fillers -
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets U360.
Left bottom chord exposed to wind.
Defi/CSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection In loc Udell L##
Gravity
Non -Gravity
VERT(LL): 0.035 E 998 360
Loc R+ / R- I Rh
I Rw I U / RL
VERT(CL): 0.043 E 814 240
F 265 /- I-
/220 1206 1258
HORZ(LL): 0.068 C - -
D 48 /- I-
1221 /171 P
HORZ(TL): 0.075 C - -
C 58 /- /-
129 161 !-
Creep Factor: 2.0
Wind reactions based on
MWFRS
Max TC CSI: 0.507
F Brg Width = 7.3
Min Req = 1.5
Max BC CSI: 0.640
D Brg Width = 1.5
Min Req = -
Max Web CSI: 0.363
C Brg Width = 1.5
Min Req = -
Bearing F is a rigid surface.
Wgt: 26.61bs
Bearing F requires a seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.:15j
Chords Tens.Comp.
Chords Tens. Comp.
A-B 52 0
B-C 26 -99
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 146 -352 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A- G 0 0 B- E 707 -284
B - F 217 -400
I,—
jin..m Manuel Martinez, P.E.
eld # 047182
.^d 4620 ParkView Dr
Truss
St Cloud, FL 34771
Job N55
77927 J3A
Truss Type Oty I Ply 1 12/23/2019 2743
EJAC 1 1
Ts
1.5X3(F
Ts
Loading Criteria (psp
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: ll
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
C
T
M
O
1 M
1 O
N
SEAT PLATE REQ.
i 2,
-3-
Code I Mlsc Criteria
Deg/CSI Criteria
1 ♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection In loc Udefl L#1
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ I R- I Rh I RW I U / RL
Rep Factors Used: Yes
VERT(CL): NA
B 273 !- I- /261 1191 /167
FT/RT:10(Ov10(10)
HORZ(LL): 0.002 D -
D 41 /- /- 128 /8 /-
PlateType(s):
HORZ(TL): 0.003 D - -
C 56 /- /- /29 176 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.471
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.110
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 15.4 Ibs
Bearing B requires a seat plate.
VIEW Ver. 19.01.00A.0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chards Tens. Comp.
Lumber
Top chord 2x4 SP#2 A-B 50 0 B-C 25 -77
Bol chord 2x4 SP #2
:Lt Level Return 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Purlins
In lieu of structural panels or rigid ceiling use purlins B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs)
Be 34 0.15 3.00 Webs Tens.Comp.
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above. A - E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING"
ROOF TRUSSES rSELLER'1. GENERAL
am. ai
TPI-1 d
i. a�d.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
JOD IN55 INBa Iype ury Yly IULJILUIB
77927 J5 JACK �� 2531
T
1.5X3(F
SEAT PLATE REQ.
2' -Ii
5-
Loading Criteria (e ri
W rid Criteria
Code / Mlsc Criteria
DefVCSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non-Gravily
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Luc R+ / R- I Rh I Rw l U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 333 /- !• 1288 1209 /241
SCDL: 7.00
Risk Category: ll
FT/RT:10(0y10(10)
HORZ(LL): -0.005 D - -
D 76 /- I- 136 /- I-
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.006 D - -
C 123 /- I- 180 /158 1-
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 sf
p
Max TC CSI: 0.508
B Erg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
psf
Max BC CSI: 0.0
D Big Width = 1.5 Min Req = -
Spacing: 24.0'
MWFRS Parallel
MWFRS Parallel Dist: 0 to h/2
C Big Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.00000
Bearing B is a rigid surface.
Loc. from endwall: not in 9.00
Wgt. 21.0 Ibs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 50 0 B-C 55 -138
Bot chord 2x4 SP #2
:Lt Level Retum 2x4 SP #3:
Maximum Bo"Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Purlins
In lieu of structural panels or rigid ceiling use pur ins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft)Maximum
End(ft)
Web Forces Per Ply (Ibs(ft) )
BC 58 0.15 5.00
Webs Tens.Comp.
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
A - E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design
Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENr teen.
'meters end read notes on this Truss Design Drewing (TOO) and the Spectaly Engineer referee sheet Wars use. Unless othervAse sueuxi an Ne TOO, any Alpine
stall be usetl for the TDD to be valitl. Asa Truss Design Erpineedng g.e. Spedelry Erglneerl, the seal on any TDO rePesanU an aoapgnm of Me prefessional engineedn Manuel MarlP.E.
the design a Ills single TmssdepictsdontheTODOdy,underW1-1.Thedeslgnessump0one,loadingmnditions,su0eb111tyenduseof WSTmssforany Buildinglsthe #047162
he Owner, the Ovmeh authorized agentar the BuOding Designer, In Me mnteriaftha IRD, Na IBC, torsi bulltling cotle antl TPI.1. The eppreval of the TDD and enyfeld
indudin9 handling, storage, Installation end b—ing shall be the responsiblliy of the Building Designer end CentraMr. M notes set out In the TOO end the practices end 4620 ParkView Dr
Building ComponentSafeylnfonna0on(BSCI) pulbshed by TPI and SSCAere nen—needforgeneral guldens. TPI-tdefnes Nerespon,ubitlesanddutles ofthe Truss
ItyEnginser end Truss Manufadurer,.unless othew,se definetl byaConlrect agreed upm in wdOngby all paNes Involved. The Spedalty Engineer is NOT the St Cloud, FL 34771
ype trry �iuzsrzuas
77927 J7 EJAC S 1ry 2472
SEAT PLATE RED.
E- - 2- 1
Loading Criteria (peq
. Wind Criteria
Code I Mlsc Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(Oyl 0(10)
FXP: C K& NA
Plate Type(s):
Des Ld: 37.00
..an Height: 25.00 It
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from .rdwall: not In 4.50
GCpi: 0,18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 42
Bot chord 2x4 SP #2
:Lt Level Return 2x4 SP #3:
Purllns
ln lieu of stmctural panels or rigid ceiling use puriins
o Iatemlly brace chords as follows:
Chord Spacmg(in oc) Start(ft) End(ft)
BC 75 0.15 7.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
Pleas. thamughly.,d—the -A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and
tars and read notes on }his Truss Design Drawing (rDD) end the Specialty Enginaarrefereaoa
be used far Na Too to be valid. As a Truss Design Engineering q.e. Speddly Engineer), the
1, dan of tM anale Truss derided on In. MD oNv. urMer TPI-1. TM1. tledon xcsumminns. Ina
7-
DeflICSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in Joe Udefl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R. / R- I Rh l R. I U / RL
VERT(CL): NA
B 402 /- /- 1328 1238 1315
HORZ(LL):-0.020 D - -
D 110 /- /- /52 /3 /-
HORZ(TL): 0.024 D - -
C 1a3 /- /- /125 1232 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.820
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.441
D BrigWidth = 1.5 Min Req = -
Max Web CSI: 0.000
C Erg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 28.0 Ibs
Bearing B requires a seat plate.
VIEW Ver. 19.01.00AOfi18.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 50 0 B-C 82 -179
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
A-E 0 0
lullding Designer and coni2dm. All notes set out
incedforgeneralguidence. TPI-tdefinaa Neres
upon in wiring by eg pan). inwived. Mn, Spedal
Manuel Martini, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
IJob ' T
77927 J7Auss
Truss Type Oty Ply 12/23/2019
EJAC 120 11 2621
94
1_ SEAJT PLATE RED.
f ��1
f --- T 1
T
-1
Loading Criteria (pan
Wind Criteria
Code / Misc Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.048 G 329 360
Loc R+ / R- / Rh / Rw / U / RL
/
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL):-0.078 G 205 240
G 486 /- I- /431 /273 /315
BCDL: 7.00
Risk Category: If
FT/RT:10(Ov10(10)
HORZ(LL): 0.028 C - -
E 78 !- /- /51 117 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.036 C - -
D 149 /92 1188 1-
Des Ld: 37.00
Mean Height: 25.00 If
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.588
G Brg Width = Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 sf
P
Max BC CSI: 0.358
E ErgWidth = I .5 Min Req = -
Spacing: 24.0 °
MWFRS Parallel Dist: 0lo h/2
D Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 It
Max Web CSI: 0.134
Bearing G is a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 32.91bs
Bearing G requires s seal plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW "a,.19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
got chord 2x4 SP#2
A -B 51 0 C-D 66 -169
B-C 421 -691
Webs 2x6 SP #2:W2 2x4 SP 93:
:Lt Level Return 2x4 SP #3:
-
Maximum got Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp. Chords Tens. Comp.
In lieu of structural panels or rigid ceiling use puriins
B - G 762 -412 F - E 0 0
to laterally brace chords as follows:
G - F 319 -292
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 - 0.00 7.00
Maximum Web Forces Per Ply (Ibs)
Apply pudins to any chords above or below fillers
Webs Tens.Comp. Webs Tens. Comp.
at 24' OC unless shown otherwise above.
A -H 0 0 C-F 341 -367
Wind.49 nd
G-C 676 9
Wind loads based on MWFRS with additional C&C member design
-WARNING- Please Npmughly review Ne-A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER
redsdesignParametersandreadnotesonthisTrussDesignDm g(FDD)andNeSpeciallyEngineerW—nmsheetbef�reuse.UN— od
anneclor pales eheli be used W ate Too W be valid. Ag a Truss Design Etginmdtg (I.e. Spe laity Erglneer), Ne seal on airy Too reprev ;-
-
ACKNOWLEDGMENT' farts.
Manuel Martinez, P.E.
4047182
4620 ParkView Dr
St Cloud, FL 34771
77927 J7T I EJACype I sy I 1y I ......... 3050
D
SEAT PLATE REQ.
�--2' } 3'0.2 -t{ 3'10.6--i
�
T j
Loading Criteria (p ri
Wind Criteria
Code / Mlsc Criteria
DeD/CSI Criteria
♦ Maximum Reactions
(Ibs)
TOLL: 20.00
Wind Std: ASCE 7-10
Code: F13C 2017 RES
PP Deflection in loc Udell L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.219 F 376 360
Loc R+ / R- I Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.261 F 314 240
B 402 P I-
/328 1238 /315
BCDL: 7.00
Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.110 G - -
E 86 !- 1-
!45 /it /0
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.129 G - -
D 191 I- I-
/132 1225 !-
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on
MWFRS ,
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.368
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.
E Big Width = 1.5
Min Req = -
Spacing:24.0'
MWFRS Parallel Dist: 0lo h12
D Erg Width = 1.5
Min Req = -
C8C Dist a: 3.00 ft
Max Web CSI: 0.282 282
Bearing B is a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 35.0 Ibs
Bearing B requires a seat
plate.
GCpi: 0.18
Maximum Top Chord Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Top chord 2x4 SP 0f-2.OE
B A - B 50 -10
-C 0 57
C-D 85 -163
Sot chord 2x4 SP M-3-30
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Plating Notes
(++) This plate works for both Joints covered.
B- H 47 -61
H- F 0 0
C - G 112 0
G - E 0 0
Purlins
In lieu of structural panels or rigid ceiling use puriins
Maximum Web Forces
Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp.
Webs Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.15 2.86
A- I 0 0
G - H 70 .13
BC 50 2.86 7.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
-WARNING- Please ft.,Ny review the-A-1 ROOF TRUSSES(-SELLEW), GENERAL TERMSand
nd OreGng sha0 Oe the respanslbll;ty IN Ne 6u11Chg GeslgneraM ConbaetM. All notes set
3SGI) uUishedby TPland SBCAerereferenredfmgener INIleira. TPFldefines Ne
ess olhe-Is defined a/ a Convect agreed upon in witing byall paNes Involved. The Spe
AD ®pldlbad terms are as defined in TPI-i.
zo
lineedn Manuel Martinez, P.E.
m # 041182
end 4620 ParkView Dr
Tnee
St Cloud, FL 34771
' Job • Truss Truss Type City Ply
77927 M01 I MONO 12 I 1
12/23/2019
2490
Loading Criteria (mq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.001
GCpi: 0.18
Wind Duration: 1.60
I1
�1� j 2---i
Code / Misc Criteria
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Lldefl L14
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.005 F 999 360
Loc R+ I R. / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.006 F 999 240
E 532 /- I- 1430 /336 /335
FT/RT:10(0)/10(10)
HORZ(LL):-0.016 C - -
D - /-178 /- 1185 /403 (-
Plate Type(s):
HORZ(TL): 0.018 C - -
Wind reactors based on MWFRS
WAVE
Creep Factor: 2.0
E Brg Width =1.5 Min Req = 1.5 '
Max TC CSI: 0.544
D Brg Width=- Min Req=-
Max BC CSI: 0.048
Bearing E is a rigid surface.
Max Web CSI: 0.340
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 43.4 Ibs
A-B 52 0 B-C 161 -117
VIEWVer. 19.01.00A.0618.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Puriins
ln lieu of structural panels or rigid ceiling use puriins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 44 0.00 3.63
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Additional Notes
Negative reaction(s) of -178# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
"WARNING^ Pleas. fbom lihlyreWew -A-1
'e N desi.n oa2malers end —d nabs on Nis Tmss M
M
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 116 -102 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-G 0 0 E-C 220 -612
B-F 43 -35 C.D 651 -170
B-E 483 -304
TERMS and
{peCaliy Enslne.Q, M. l.n iry roe mpresents an accep.n..f Nepmfessi.n.1 engi—m Manuel Martlnez, P.E.
de#of fhe lRC the 19C,�1=1 Widing code aM WP 1. Theeppni iN Too and ny 110d #047182
tyrethe Building Designerand Con"dG. Mnotessetoulinfha TDDeMN.pracficesend 4620 ParkView Dr
refer—dforq,n-1W',d,nce. TPI-i defines Ne responsibilities antl tlutles of the Truss
xegreMup hwrin.gbyallmnloe l,vo .TheSmd,1tyEngineerlsNOTNe St Cloud, FL 34771
in TPI-1.
1 Job a Truss Truss Type Qty Ply 1223/2019
77927 I A03 I HIPS 11 11 I 2505
r- 11' 268' i 10'8'13--gI
WE M1.5X4 -3X4 -4X6 =3X4 -5X8
M I.5X4
04x4
E F G H I J 01.5X4
T 12
6
-3x6(A1)
03X3
1T �
is p
-4X6(O1)
111.5X4 ynaiu
M4X6(R) 1111.5X4 =6X8 =5X6 -3X4
SEAT PLATE REQ. SEAT PLATE REQ.
-T4 i 41714
Fz-{- laws IR 11-4.12 IP 26'10'10
Loading Criteria (psp Wind Criteria Code / Misc Criteria
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
BCDL: 7.00 Risk Category: ll FT/RT:10(0u10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 37.00 Mean Height: 25'oo ft WAVE
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: hI2 to h
C&C Dist a: 4.86 ItLoc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B4 2x6 SP #2:
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of stmctumi panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.00 37.67
BC 52 0.15 9.68
BC 65 9.88 21.83
BC 74 21.83 48.57
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional G&C member design.
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of-598# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and Installation of trusses. See
°WARNING° note below.
)OF TRUSSES (-SELLER'), GENERAL TERMS and
nDm g CMD)and Ne Spetlalty Eagiaeer reference
Truss Design E,,m,nng p.e. Spetlaly Engineer), the
,a MO any, under TPl-1. The design assumptions, Im
Ne 9aUd1 w Dwlaner. in Ne annten of Ne IRC. In. IS(
48'6'14
T
DeflICSI Criteria
♦ Maximum Reactions
(Ibs)
PP Deflection in toe Udell L/#
Gravity
Non -Gravity
VERT(LL): -0.168 I 999 360
Loc R+ I R- / Rh
/ Rw l U I RL
VERT(CL): 0.3461 999 245
B - /-598 /-
1412 /384 280
HORZ(LL): 0.041 M - -
Y 2501 /- /-
/1580 /1481 /-
HORZ(TL): 0.089 M - -
L 1224 /- /-
1851 7737 /-
Creep Factor. 2.0
Wind reactions based on
MWFRS
Max TC CSI: 0.965
B Erg Width = 8.0
Min Req = 1.5
Max BC CSI: 0.995
Y Brg Width = 8.0
Min Req = 3.0
Max Web CSI: 0.962
L Brg Width =-
Min Req = -
Bearings B 8 Yams rigid surface.
Wgt: 287.0 Ibs
Bearings B & Y require a
seat plate.
Maximum Top Chord Forces
Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
A- B 42 0
G- H 1928 -2227
B - C 1662 -1236
H - I 1928 -2227
C - D 745 -433
I - J 1857 -2084
D - E 778 -434
J - K 1681 -2023
E - F 1148 -1223
K - L 1924 .2311
F - G 1147 -1223
•
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B-W 1195-1444
R-Q 0 0
W-V 9 -18
Q-O 67 -32
U - S 362 -267
O - N 1759 -1226
-
VT 0 0
N- M 1759 -1225
S - P 2230 -1543
M - L 2023 -1629
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A-X 0 0
S-G 1008 -1284
C-W 1218-1450
G-P 504 -248
C- U 1089 -675
P- Q 127 0
W-U 1430-1715
P-1 159 -126
D - U 120 -149
P - O 2072 -1474
U-V 168 -98
I -O 536 -516
U - E 1404 -1740
O - J 396 -384
E -S 1798-1381
J-M 431 -138
F-S 331 -272
M-K 452 -314
Cana pan eaNeDrofasionalenBineean Manuel Martinez, P.E.
Vayy a ad use of INS Tuna for any adding is 0. #047182
AMTPI-1. Theapprovei of file TDD eM any feld
linpt-SaI-IntnaTDDaadmapawaeaaad 4620ParkUewDr
1 aefaee me responeronNee am aau- of Ina Truae
ad. The Spetlaly Engineer is NOT !I,, St Cloud, FL 34771
77927 I M02
ss lype �ry cry iuzu¢uis
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Loading Criteria (mri
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
12 101.5X3D
6
g3X4 C
011.5X3 B
=1.5X3(+R)A
teH
I
1 1
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IT
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Code I Misc Criteria
DegICSI Criteria
♦ Maximum Reactions
(Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
TPI Std: 2014
VERT(LL): 0.026 B 402 360
Loc R. / R- / Rh
/ Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.026 B 402 240
F 380 /- A
1280 1243 /305
FT/RT:10(0)/10(10)
HORZ(LL):-0.024 B - -
E 28 /-88 A
1163 /373 /-
Plate Type(s):
HORZ(rL): 0.025 B - -
Wind reactions based on
MWFRS
WAVE
Creep Factor. 2.0
F Brg Width = 1.5
Min Req = 1.5
Max TC CSI: 0.507
E Brg Width =-
Min Req = -
Max BC CSI: 0.384
Bearing F is a rigid surface.
Max Web CSI: 0.394
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 39.2 lbs
A-B 52 0
C-D 35 -50
VIEW Ver. 19.01.00A.0618.15
B-C 200 -123
Lumber
Top chord 2x4 SP #2
Maximum Bat Chord Forces Per Ply (Ibs)
Bat chord 2x4 SP #2
Chords Tens.Comp. Chords Tens. Comp.
Webs 2x4 SP#3
:Lt Level Return 2x4 SP #3:
G-F 133 -94 F-E 131 -327
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use pur ins
Webs Tens.Comp. Webs Tens. Comp.
to laterally brace chords as follows:
A - H 0 0 C - E 728 -293
293
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.00 2.81-78
Apply pudins to any chords above or below fillers
B-G 310 -18D-E 57
F - C 196 -499
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end.vertical exposed to wind pressure. Deflection meets U360.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
"WARNING" Please Noroughly—le Ne-A-1 ROOF TRUSSES(°SELLER.), GENERALTERMS and
Verify design parameters antl read notes on tlJs Truss Design Drawing (1DD) end the Spatially Engineer reference
me
reeponvoiiily orme epnamg Deaigaer ana corm
1 antl aBCA are referenced fa general guWance.
bye conmaa ereed pPpn m wawa by au paNrs
es defined in TPl-1.
MI
Manuel Martinez, P.E.
# 047182
4620 Parkvew Dr -
St Claud, FL 34771
' Jot! ' I Truss Truss Type
77927 PB01 I VAL
1h I Ply
112/23/2019
2472
1'0"6
1'0"6
3'11"11 �i-
12 X
6 � C-5X6 ` 5D6 T
2X4(A1) B E=2X4(A1) I
A F
6'0"7
Loading Criteria (psi)
Wind Criteria
Code / Mlse Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0v10(10)
EXP: C Kt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 it
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from en wall., not in 9.00
GCpi. 0.18
Wind Dumtion: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 1.03 5.00
BC 69 0.15 5.89
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
"WARNING- Please Namughly revlaw the-A-1ROOF TRUSSES("SELLER'), GENERAL TERMS
Vedfy design parameters and and not es on this Truss Design Drawing(MD)and the Spedaly Engineer refers
IT
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection In loc Udell L /#
Gravity Non -Gravity
VERT(LL): -0.004 C 999 360
Loc R+ I R- / Rh / Rw / U / RL
VERT(CL): 0.006 D 999 240
E' 90 /- /- /42 151 /8
HORZ(LL): 0.002 - -
Wind reactions based on MWFRS
HORZ(TL): 0.003 - -
E Brg Width = 72.4 Min Req = -
Creep Factor. 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.261
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.202
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.000
A-B 18 0 D-E 484 -373
Wgt: 23.81bs
B-C 4a5 -373 E-F 18 0
C - D 436 -338
VIEW Ver. 19.01.00A.0618.15
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - E 338 -338
form.
rid bredng shag. Ne respansl0llRy of the eu —g Designer aM Conbadar. M notes seloul in the MD eW the practices end
3sCn pubil dby TPl and $BDA are referencetlfar generel guitlance. TPI-1 defines Ne responsibiliges antl dunes of the Truss
ss,N7WsadefinedbyaC naadagreeduponinwritingbyegponiesinvdved. The$Wdaly Engineeris NOTft
Ar. capllalizatl te�msare es tlefined in TP41.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
I toss type ury try 12r23r2D19
77927 Z2 VAL 6 1 2484
f . 3'0"4 - -1- 3'0"3 �{
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Loading Criteria (,n
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 It
WAVE
NCBCLL: 10.OD
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C8C Dist a: 3.00
Loc. from endwallR: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 69 0.15 5.89
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
aw
Defl/CSI Criteria
A Maximum Reactions (Ibs), or •=PLF
PP Deflection in loc
Udell L/#
Gravity Non -Gravity
VERT(LL): 0.002
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.007
999 240
D- 90 /- /- /41 139 114
HORZ(LL):-0.001
- -
Wind reactions based on MWFRS
HORZ(TL): 0.003
- -
D Brg Width = 72.4 Min Req = -
Creep Factor. 2.0
Bearing B is a rigid surface.
Max TC CSI; 0.126
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.201
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.000
A-B 18 0 C-D 301 -245
Wgt: 23.8IDS
B-C - 301 -245 D-E 18 0
VIEW Ver. 19.01.00A.0618.15
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 195 -129
Please ffi—ghly review the °A-1 ROOF TRUSSES CSELLER-), GENERAL TERMS end CONDITIONS C
taro end read notes on this Truss Design Dre ng(T )andthe Spedslfy Engineer reference sheet before use.
be usetl far Ne Too to be valitl. As a Tvss Design Eigineadrw g.e. SwdalN Emineerl, the seal w env Too
ACKNOW DGMEN form.
Manuel Martinez, P.E.
4047182
4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss Type City Ply 12/23/2019 2778
77927 VO4 I VAL 1 I 1
Loading Criteria F q
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
..an Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.501
GCpi: 0.18
Wind Duration: 1.60
1 _ 1 r4r14 —+— 1'4"4 —4 -�
12
6
B=3X4
12X4(D8R �2X4(DC )
D
i1 3'10" 7 �{
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Code: FBC 2017 RES
PP Deflection In loc Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.003
999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.007
999 240
D' 76 /- /- 129 /33 /6
FT/RT:10(Ov10(10)
HORZ(LL): -0.001
- -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.002
- -
D Brg Width =46.4 Min Req = -
WAVE
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.063
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0,094
Chords Tens.Comp. Chords Tens. Comp,
Max Web CSI: 0.000
A-B 213 .166 B-C 213 -166
Wgt 11.2 lbs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Lumber
Top chord 2x4 SP#2 A-C 161 -164
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 46 0.00 3.87
Apply pudins to any chards above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind (cads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Piesse thoroughly review Ne'A-1 ROOF TRUSSES (-SELLER'), GENERAL
be, end read notes w Ws Truss Design Drawing (MD) entl the Spetlalty Ergin
be used I", Too to be valid. As a Tmss Design Ensineed,w n a. Sewdslh i
A) W bushed by TPI entl SBCA ere rererenbad
oNervAsa tlefine0 bya CanVact agreetl upon
raphallmd toms are es defined h TPM.
1 CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
eoWa.v TOo rep.ft ecepmnd of Ne D�ofess!onalPIne
engineedn Manuel Martinez, P.E.
gnamg mntlluon:. aalabalyana aae of rare Tmsa ror any ewldmg is ma #047182
Iaral building mtle entl TPI-1. The approval of the TDD and any vela
generaud Co— AO notes set oulin Na TDD entl the przctices and 4620 ParkVew Dr
rel guidance. TPI-ad. no
Ne lfty E,lblli—IsN NOT
of the Truss
1g by all paNes Inwlvetl. The Spetlalty Engineer Is NOT Ne St Cloud, FL 34771
I mss type "' rty 'UJZmLugB 2776
77927 VOS VAL 1 1
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3'�— -�{
12 B-4X4
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E
02X4(D8R) D 1111.5X4
7'10"7
i 377 1
" 3'9"7 �I
Loading Criteria (oan
Wind Criteria
Code I Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs), or "=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): -0.009 D 999 360
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.013 D 999 240
E' 76 /- /- /33 144 /8
BCDL: 7.00
Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): 0.004 D - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzl: NA
Plate Type(s):
HORZ L 0.005 D - -
)'
E Big Width = 94.4 Min Re 7
Mean Height: 25.00 It
WAVE
Creep Factor. 2.0
gearing A is a rigid surface.
NCBCLL: 10.00
ti
Load Duration: 1.25
TCDL: 5.0 psf
BCDL: 4.2 psf
Max TC CSI: 0.205
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parellel Dist: 0 to h/2
Max BC CSI: 0.167
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 3.00It
Max Web CSI: 0.131
A-B 210 -207 B-C 210 -207
Loc. from endwall: not in 4.50
Wgt. 25.2 Ibs
GCpi: 0.1.8
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: 1.So
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-D 279 -152 D-C 279 -152
Top chord 2x4 SP #2
gotchord 2x4 SP #2 We
Wehs 2x4 SP #3
- '
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
B-D 440 -330
In Ileu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.87
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
TERMS and CONDmONS CUSTOMER (°BUYER') ACIQ 0O DGMENT° form.
r referenm sheet before use. Unless othenNse stated on Ne TOD, only Alpine
nsinw).mar:ealpnemroDrep� nh,namepianmafaepmfesslenaIangineedn Manuel MarOnez,P.E.
u pgaas,laadingmnd'Nona,sWtablinyandusaofthisTrussfar any Bulldingisthe #047182
31RC, the IBC, local building code aad TPI-1. The epp-1 of gia TOD and any fiod
lamm�goeaynerandcontreaor.Allnrnae-1%intheTDDendihep2dimaaaa 4620ParkViewDr
upon in bag byall par0ea Invdved.The Spati'Jly Engineer is NOT 1ha mNe Toss S( Cloud, FL 34771
Job ' Truss Truss Type Oty Ply 12/2312019
77927 VM02 I VAL 13 11 I zs73
Iff'14— 1,3"9
12
6
B
�2X4(D8R) T
A
tb
CD
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Loading Criteria (ps0
Wind Criteria
Code! Misc Criteria
DeBICSI Criteria
xi
♦ Maximum Reactions (Ibs), or'=PLF
TOLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Lldefl L#f
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Slid: 2014
VERT(LL): 0.005 B 999 360
Lac R+ / R- / Rh I Rw / U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.009 B 999 240
D' 76 !- /- 140 /17 117
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
HORZ(LL): 0.002 B - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.004 B - -
D Brg Width = 22.5 Min Req = -
Mean Height: 25.00 It
WAVE
Creep Factor. 2.0
Bearing A is a rigid surface.
NCBCLL: 10.00
Load Duration: 1.25
TCDL: 5.0 psf
BCDL: 4.2 psf
Max TC CSI: 0.057
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.104
Chords Tens.Comp.
C&C Dist a: 3.00 It
Max Web CSI: 0.000
A- B 0 -21
Loc. from endwall: not in 9.00
Wgt: 5.6 Ibs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.151
Wind Duration: 1.60
Chords Tens.Comp.
Lumber
A-C 71 -10
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
BC 23 0.00 1.88
Apply pudins to any chords above or below fillers
at 24' CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Pleasethoroughlymvi Me'A-1 ROOF TRUSSES(°SELLER'),GENERAL
mrs end read notes on [his Truss Oesign Drawing (TDD) end the Spedally Engin
be used for me TDD m be valid. As a Truss Design Engineering p.e. Specialty I
ea by TPl and SAGA are referenced fw gene2l guidance. TPI-idef
dagned by a C—dagreed upon In wdung by e0 pa ss Imdved. The
as def ed in TP41.
no
amsof me pretesslonat engineedn Manuel Martinez, P.E.
Is Truss for eny Bantling is me -I , I d me TOO and any field
ma TDD and me preatkes end 4620 ParkView Dr
bi00es end dales pf me Truss
ine Enger is NOTme St Cloud, FL 34771
Job I Tru55 I Truss Type
77927 VM04 VAC
Qty Ply I 12Y23/2019
1 1 2670
T
l A
12
6
1113X3 B
�-- 1.9"1
�— 2,0"12 —�
Loading Criteria (psn
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.000 B 999 360
Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.000 B 999 240
D' 150 /- /- /136 f72 /53
BCDL: 7.00
Risk Category. II
FT/RT:10(0v10(10)
HORZ(LL): -0.036 B - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ 0.042 B - -
�)'
D Brg Width o 21 A Min Req = -
Mean Height: 25.00 It
WAVE
Creep Facto r. 2.0
Bearing E is a rigid surface.
NCBCLL: 10.00
Load Duration: 1.25
TCDL: 5.0 psf
BCDL: 4.2 psf
Max TC CSI: 0.593
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.095
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 3.00 It
Max Web CSI: 0.379
A - B 58 0 B - C 64 -55
Loc. from end-11: not in 9.00
Wgt. 14.0 Ibs
GCpl: 0.18
Maximum Hot Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Lumber
E • D 190 -57
Top chord 2x4 SP #2
Hot chord
Webs 2x45Pf!2
We
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Bracing
B-E 462 -258 C-D 68 -83
Fasten rated sheathing to one face of this frame.
Puriins
In lieu of structural panels or rigid ceiling use pudins
[o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.00 1.76
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
TERMS and CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT' form.
�r ref- sheet before use. Unless oftnry a stated on the Too. only Npine
drand. Ma Tossr
epicted on the MO
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Claud, FL 34771
r Job - Truss Truss Type Oty Ply 12123r2019
77927 VM04A VAL 1 1
6 � 1111.5X3C T
1112X4 B I
T
N �
r'=1.5X3(R)A
1 � F T
1113X6E D HI1.SX4
Loading Criteria(psp
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: C Kzt. NA
Des Ld: 37.00
Mean Height: 25.00 R
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 fl
Loc. from endwall: not in 9.00
GCpl: 0.18
Wind Duration: 1.60
2774
f-11"4 -�
�— 2'0"12
-{
Code / Misc Criteria
DegICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Defection In loc Udell L!#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.000 B 999 360
Loc R+ ! R- / Rh / Rw I U l RL
Rep Factors Used: Yes
VERT(CL): 0.001 B 999 240
D 188 !- A /185 M l l /75
FT/RT:10(0)/10(10)
HORZ(LL):.0.054 B - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.060 S - -
D Brg Width = 11.3 Min Req = 1.5
WAVE
Creep Factor: 2.0
Bearing E Is a rigid surface.
Max TC CSI: 0.507
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.097
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.368
A-B 52 0 B-C 115 -69
Wgt: 14.0 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
Lumber
E - D 128 -39
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2.4 SP #3 Maximum Web Forces Per Ply (Ibs)
:Ll Level Return 2x4 SP #3: Webs Tens.Comp. Webs Tens. Comp.
Bracing A-F 0 0 C-D 104 -150
Fasten rated sheathing to one face of this frame.
B-E 471 -272
Purllns
ln lieu of structural panels or rigid ceiling use pudins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(fl) End(ft)
BC 11 0.00 0.94
Apply puriins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Please thoreugNy review Ne'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS
tars end read notes on Ws Truss Design ""'ng pe Cron) and the Sdally ENhaer raW
l be used for the TDD to be,arid. As a Tuss Design Englwedig o.e. SpedaltyEngineer:
fie res slbiliy ol-Building Design—MCaniractor. Afla,xaaetoulin Ne TDDandihs
'Pl entl SBCAare relerenotl forgenerel guidanos. TPI-ldefinestheresppnsbilli—dd,
d by a Conbad agreed upon h wdgng by all pa,des Involved. The Spedal y Engineer is NOT
as aeru,ed m TPI-l.
00
lineedn Manuel Martinez, P.E.
eWd # 047182
TNd 4620 ParkView Dr
St Cloud, FL 34771
"P= 4ry 7 2733
77927 VM06 VAL 1 1
I
I
go
l
D 1114X4
ZO-12 --i
Loading Criteria (psn
Wind Criteria
Code / Misc Criteria
DefUCSl Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.000 B 999 360
Loc R+ I R- / Rh I Rw / U / RL
SCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
."T(CL): 0.001 S 999 240
D• 142 /- I- I130 /69 /89
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL):-0.242 C - -
Wind reactions based on MWFRS
EXP: C Kzt: NA
Plate Type(s):
HORZ 0.267 C - -
rn)
D Br Width = 21.1 Min Req = -
9
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Bearing E is a rigid surface.
NCBCLL: 10.00
Load Duration: 1.25
TCDL: 5.0 psf
BCDL: 4.2 psf
Max TC CSI: 0.544
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.232
Chords Tens.Comp. Chords Tens. Comp.
A-B 52 0 B-C 51 -50
C&C Dist a: 3.00ft
Max Web CSI: 0.572
Loc. from endwall: not in 9.00
Wgt: 19.6 Ibs
GCpi: 0.18
Maximum Sot Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Chords Tens.Comp.
Lumber
Top chord 2z4 SP #2
E-D 238 -111
Bot chord 2x4 SP #2
Webs 2x4 SP 43
Maximum Web Farces Per Ply (Ibs)
:Lt Level Return 2x4 SP #3:
Webs Tens.Comp. Webs Tens. Comp.
Bracing
A-F 0 0 C-D 133 -51
Fasten rated sheathing to one face of this frame.
-
B-E 367 230
Purtins
ln lieu of structural panels or rigid ceiling use pudins
o laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.00 1.76
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wnd loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
'WARNING' Pleasethoroughlyllewihe'A-i ROOFTRUSSES("SELLER'),GENERALTERMSend CONDITIONS
CUSTOMER(-BUVER')ACKNOWLEDGMENT-form.
Vwedfydesignpemme[,andreadnotesonthis Truss Design Drawing(iDD)and the Spetlaly Engineer rehanw sheetbefore use. UNess aNerwise stetetlw Ne TDD, 2 Alpine
ectorpltes shall be used fw Ne TDD to be valitl. Asa Truss Design Engir d,g(i.e.Spedalty Erglneer),Mesealonai
=Mp sibiliryfwftdesignofthesingle Trussdepictedw Ne TDDoNy,uMer TPI-1.Th.designassumptions,IpadingwndNws,
TDDmpasentsanacceptenwofthepmfesslpnalengineedn
suitabilityenduseofthis Tmssfafwy Buildingis the
Manuel Martinez, P.E.
responsibgity of the Owmer, the Ownets.Nhorized agent orthe Buiding Designer, in the wnte tithe IRC, Ne IBC, Iwal building code and TPI-1. The approval of the TDD and airy field
us fNeT..,Indudinghandfng.stomge,insaneWnandb dngstallbeNerespwsibilityofNeBurdi^gDesigneraMCoiN.,MnotessetWinthaToo ndihaprzdicesand
# 047182
4620ParkViewDr
Ce s—Speday Eng ceend T. Ma ufadurerfth.uniann a lsw dermed bye Con—g—d uponnwvm'Gng byail pa esi^voivetl. The Spedalty Egiuww is NOT ft ofNe Truss
St Cloud. FL 34771
.Wding Designer or Tuss Syswn Engineero/ 1i huiId, Mpptalixetl tawsare es defined in TPN
r Job °
Truss
Truss Type
Qty
Ply
12/2312019
77927
VM06A
VAL
1
1
2777
C
6 �
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2-0.12
Loading Criteria (psn
Wind Criteria
Cade I Mlsc Criteria
DegICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.001 B 999 360
Loc R+ / R- / Rh / Rw / U / RL
D 188 1- /- /185 1111 /152
13CLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.001 B 999 240
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL):-0.276 C - -
Wind reactions based on MWFRS .,
Des Ld: 37.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.300 C -
D Brg Width = 11.3 Min Rect = 1.5
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Bearing E is a rigid surtace.
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.507
Maximum Top Chord Forces Per Ply (Ibs)
Load Duration: 1.25
Spacing: 24.0 °
BCDL: 4.2 psf
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.226
Chords Tens.Comp. Chords Tens. Comp.
A-B 52 0 B-C 93 -62
CBC Dist a: 3.00it
Max Web CSI: 0.552
Loc. from endwall., not in 9.00
Wgt: 16.8lbs
GCPi: 0.18
Maximum got Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Chords Tens.Comp.
Lumber
E - D 219 -113
Top chord 2x4 SP #2
got chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Farces Per Ply (Ibs)
:Lt Level Return 2x4 SP #3:
Webs Tens.Comp. Webs Tens. Comp.
Bracing
A-F 0 0 C-D 82 -125
B - E 445 -257
Fasten rated sheathing to one face of this frame
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 11 0.00 094
Apply pudlns to any chords above or below Hers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets U360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
DF TRUSSES ('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT I—
D
rawing(TDO)andthe Bpedally Engin.r referenpa sheet Wd use. UNess otMrvAse stated on the TOD, mly Alpine
ss Design ErgInee%SO(e. Specialy Engineer), Ne sealmany TDD represents en ecceptanmdMe protessb,al enginearin Manuel Martinez, P.E.
s TOOONy, under TPN. The design 9uumptims, loading wndigons, suitability and use dihis Trvss for any 9ulitling is gre #047182
re Building Designer, h Ne conteMof the IRC, Me IBC, local building code and TPI-1. The appmmI dthe TDD end anygeld
�ring shall be the resPmsibility clthe Building Desgner and Conbador. NlnoteswtWn Inihe TDDandihepradi ntl 4620 ParkVew Dr
n published by TPI and SBCA ere refe..n fmgenerelguidance. TPI-1 tlegnes Ne respmslNiitles antl duties pfthe Truss
olhervrise tlefined byaContract agreatl upon in wdungby allparties involved. The SpeNalty Engineer is NOT Ne St Cloud, FL 34771
rappallrad tams ere es tlafied In TPI-1.
uon
i mss
Truss Type
CityPly
12/23/2019
�z5oa
77927
A04
HIPS
13'
22'8' 13'
=6X6 =3X4 =4X6 -3X4 =6X6
®®
It1.046
$4X6 T2 F G
H I J T2 ®3X4
T 12 OE
K
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e3X6(Al)
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%3X4
1 T B Y s
M I�
11� A
AA AC Z X W Y I',
5 8
R OP O
N
1
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1 8 m4X4
d 1111sx4
=3X4
04X6(R� 01.5X4
SEAT PLATE REQ. SEAT PLAT RED.
=7X8 =4X6 01.5X4
SEAT PLATE REG.
1 T4'
41'W
-2'--10'0°8 1{�6
11'4'12
26'11'12
2'-{
48'8'
Loading Criteria (psn Wnd Criteria Code I Misc Criteria
De111CS1 Criteria ♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection In loc Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Sid: 2014
VERT(LL): 0.163 I 999 360 Lee R+ / R- / Rh
/ Rw I U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.306 1 999 246 B 114 /-497 /-
/361 1236 1356
BCDL: 7.00 Risk Category: ll FT/RT:10(0Y10(10)
HORZ(LL): 0.063 O - - AC 2617 I- /-
/1530 /1304 /-
EXP: C Kzt NA Plate Type(s):
Des Ld: 37.00
HORZ(TL): 0.118 O - - M 1573 /- /-
/1057 /845
..an Height: 25.00 ft WAVE
Creep Factor. 2.0 Wind reactions based on MWFRS
ton: TCDL: psf
Max TC CSI: 0.754 B ErgWidth = 8.0
Min Req = 1.5
LoadNCBDu: 4.2
Duration: 1.25 BCDL: 4.2 psf
°
Max BC CSI: 0.980 AC Brg Width = 8.0
Min Req = 3.1
Spacing:
Spaclng: 24.0 MWFRSParallelDist: h/2 to h
M Brg Width = 8.0
Min Req = 1.9
CSC Dist a: 4.87It
Max Web CSI: 0.820 Bearings B, AC, 8 M are a rigid surface.
Loc. from endwall: not in 13.00 ft
Wgt: 285.6 Ibs Bearings B, AC, 8 M require a seat plate.
GCpi: 0.18
Wind Ourelion: 1.60
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Lumber
Chards Tens.Comp.
Chords Tens. Comp.
Top chord 2x4 SP M-30 :T2 2x4 SP #2:
A - B 50 0
H - I 1800 -2290
Bot chord 2x4 SP #2
B:C 1445 -808
1- J 1708 -2106
Webs 2x4 SP#3
C-D 383 -94
J -K 1683 -2142
:Lt Level Return 2x4 SP#3:
D-E 391 -119
K-L 1671 -2198
:Rt Level Return 2x4 SP #3:
E - F 462 -116
L - M 1794 .2625
F-G 1219-1485
M-N 50 0
Bracing
G-H IWO.2290
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Forces
Per Ply (Ibs)
rlins
ChordsTanotChord
S.C..
Chords Tens. Comp.
In lieu of structural panels or rigid ceiling use purtins
to laterally brace chords as follows:
B - Z 975 -1249
T - R 37 -19
Chord Spacing(in oc) Start(ft) End(ft)
Z-Y 4 -19
R-Q 1907 -1071
TC 24 13.00 35.67
X - V 672 -226
Q - P 1907 -1071
BC 57 0.15 9.88
Y - W 0 0
P - O 2245 -1393
BC 72 9.88 21.83
V - S 2287 -1282
O - M 2247 -1392
BC 63 21.83 46.52
U - T 0 0
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Maximum Web Forces
Per Ply (Ibs)
Loading
Webs Tens.Comp.
Webs Tens. Camp.
Truss passed check for 20 psf additional bottom chord live load in areas with
A -AA 0 0
S - T 76 0
42'-high x 24'-wide clearance.
C - Z 1131 -1701
S -1 232 -149
Wind
C-X 1268 -654
S-R 2153 -1221
Wind loads based on MWFRS with additional CBC member design.
Z-X 1116-1493
D-X 105 -85
I-R 489 -598
R-J 255 -268
Left bottom chord exposed to wind.
X-Y 162 -95
P - L 442 -463
X - F 1247 -1887
J P 450 -248
Additional Notes
F-V 1275 -763
L-- O 215 0
Negative reaction(s) of-497# MAX. from a non -wind load case requires uplift
V - G 908 -1255
AB- N 0 0
connection. See Maximum Reactions.
G - S 514 .254
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
'WARNING"note below.
"WARNING" Please th-ghly review Ne'A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS
CUSTOMER ('BUYER') ACKNOWLEDGMENT' forth.
pforreisdnWg
etleeresigannrethed STheedaly
itghne
erreibfenms, m sbebforeonuss, UaaNbilssRy ONWw aeote TDD, oly Apine
=resppndseiblilgiy nindgDTDDwNl-e1
dEnDe.0
crplesWibeudf,NeTDbbevid.AaTussDeigEngiredng(.e.dgnatyEmgpiN
Manuel Martinez, P.E.
odf y(m, unDdI earnTdP
the sles TarnussNeTpluidwetlDoen . agssilodhgcdb
re of Ne Owner, Ne Wmels authorized agent Or Ne augtll�g Designer, in Ne come# of Na IRC, Ne IBC, local
srepre
end use of Nis Truss forary Building is the
building TPI-1. The
4047182
eponsbiliy cOtle aM eppreval of Ne TDD end enyaeb
s M.Truss, hcludhg handing, storega, Nstalialan antl bredrlg shall be Ne responsblfyof Ne Building Deslgner.M Cont2dor. AtlnOtesset0ut in Ne TDD end Ne pa rites antl
4520 Pafl(VeW Dr
guidelines of the auiltlirg Component Safey hfoimadon(BSCn pudlshetl by TPl and SBCAere referen�dlmgenerel guidance. TP4l tlefirres Na responsidliees andtluges of Ne Truss
Engl erend Truss ManufapWrer, mlessoNer indeed byaCo-dagreed upon h wntlng byell pawinvdwd. The Spedalty Engl-is NOT Ne
St Cloud, FL 34771
Bustl9n Delleea�
Cmxw �'ri PeNi .auv�aw1in-011Y 11d, Av tauplr.�mn LLrvwienM urndi,vanin�i, inu�m Iimmuce'umefnn vmtmuum.
yNo 7 2739
77927 VM08 VAL„1y 1
2,0.12
Loading Criteria (ps0
Wind Criteria
Code / Mlsc Criteria
Deft/CSI Criteria
♦ Maximum Reactions
(Ibs), or •=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Deflection In loc Udefl L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.001 B 999 360
LOC R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.001 B 999 240
D' 142 1- /-
1130 1109 /139
BCDL: ,r7.00
Risk Category: II
FT/RT:10(Ov10(10)
HORZ(LL): -0.004 C - -
Wind reactions based on MWFRS
Des
EXP: C Kzb NA
Plate Type(s):
HORZ(fL): 0.004 C - -
D Brg WitlO1= 21.1
Min ReqNCB= -
Mean Height: 25.00 R
WAVE
Creep Factor. 2.0
Bearing E is a rigid surface.
CLLd: 10.00
Load Duration: 1.25
Load Du: ton:
BCDL: 4.2 psf
BCDL: 4.2 pst
Max TC CSI: 0.507
Maximum Top Chord Forces
Per Ply (Ibs)
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.025
Chords Tens.Comp.
Chords Tens. Comp.
A-B 52 0
B-C 39 -50
CBC Dist a: 3.00R
Max Web CSI: 0.267
Loc. from endwall: not in 9.00
Wgt: 26.6 Ibs
GCpi: 0.18
Maximum Bot Chord Forces
Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Chords Tens.Comp.
Lumber
Top chord 2x4 SP#2 E-D 104 -86
Bot chord 2x4 SP 42
Webs 2x4 SP #3 Maximum Web Forces
Per Ply (Ibs)
:Lt Level Return 2x4 SP #3: Webs Tens.Comp.
Webs Tens. Comp.
Purlins A-F 0 0
B-D 546 -234
B - E 284 -232
In lieu of structural panels or rigid ceiling use puriins
C - D 65 - 90
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 21 0.00 1.76
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets U360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
"WARNING" Please — review Una -A-1 ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' ron,.
Ved edesign p rdnxdere and read notes on Nis Tmss Design D—g (TDD) and the Saadalty Engineer reference sheet before use. UNass oNarxlse N Wd on d,. MD. aNy Npina
dorplatesshallbeusedforNeTDDtobavarq. Asa Truss Design Engireedrg ga. Spedelry ErgineerANesaN on any TOD represanls en aaeptanre of Ne professiorW engineedn
responsibilityfore:design oftha lagla Truss deplctedon NeTDDoNy, under TPpt.Thedesignassumpgans,lwd',ng wndIfi—, sultablldyend useof Nis Tressf—yBuilding is Ne
Manuel Martinez, P.E.
#047162
responsibility ofthe Owner, Ne OwnefsauNorized agantarlM1e Bulldtrg Designer, in Ne aandad IRC, NeIBC,local building wdeantl TPl-1. TM1eapprevat dtheMD.nd.nyfield
us oldre Truss, intluding hentlling, storage, Inslalladon end bredng shall ba Na respandbiliry of Ne BWtling Designer aM Conbagor. All notes set out in Ne TDD and Ne predices end
4620 ParkVew Dr
guidelines of the Bu'Jtling Componart Safety lnfarmafbn(BSCq pudisM1etl by TPl and sBCAare referenratl forganerel gultlanm. TP4l defines Na responsibllides and du[Mre of Na Truss
Oesignar,SpatlalryE,gineerendT,ussManufacWrer,antessoNernisedefinedbyeConVaGegreatluponlnwrltngbyagpaNesinvdved.TheepedaltyErglneerisNOTNe
.SI(ilOUd,FL34771
Tina oleny bu dNng. NAO�a�pdammedwa a M>�Ma In-1.
Bu00 gDeslgnnepmT ELF
m n� - ,rvin c e w, wman uum Ann Rmf Tnmen
r Job Truss Truss Type
I77927 IVM08A IVAL
Loading Criteria tp,q
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: It
EXP: C Kzb NA
Des Ld: 37.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psi
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpl: 0.18
Wind Duration: 1.60
Oty I Pry I 12/23Y1019
1 1 2780
12
�'--- TO°12 ----{
Code! Misc Criteria Defi/CSI Criteria ♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES PP Deflection in loc Udefi L14 Gravity Non -Gravity
TPI Sid: 2014 VERT(LL): 0.001 B 999 360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes VERT(CL): 0.001 B 999 240 D 188 !• I- /185 /146 1227
FT/RT:1 O(Ou10(10) HORZ(LL):.0.014 C - - Wind reactions based on MWFRS
Plate Type(s): HORZ(TL): 0.015 C - - D Brg Width = 11.3 Min Req = 1.5
WAVE B E' id rf
Lumber
Top chord 2x4 SP #2
Bot Chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Level Return 2x4 SP #3:
Purlins
ln lieu of structural panels or rigid ceiling use pudins
o aterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 11 0.00 0.94
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Please NoreupNv review die-A-1 ROOF
Creep Factor: 2.0
eanI ng s a rig Sul ace.
Max TC CSI: 0.507
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.024
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.329
A-B 52 0 B-C 100 -68
Wgt. 25.2 Ibs
s).01.00A.0618.15
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver.
Chords Tens.Comp.
E-D 117 -98
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-F 0 0 B -D 919 -426
B-E 319 -395 C-D 130 -225
RA L TERMS end CONDmONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
-agine We —sheet before use. UNeu oftWw slated m Ne Too, dny Npine
sally Egmaer). Neseal on aly Too replesantsaneaepianm of the professlonal engine.& Manuel Marfinez, P.E.
sumW,, loading mndiuons...bbluy an duseofd9sT—f,,-nyawiZ9leibe #047182
cl Ne IRC, Ne IBC, local bulltling code end TPI-1. The eppreval of the Toe end any field
' 1ha Building De,Igner and centraa All note, set pN In lh, Too and lh, precficesaM 4620 ParkView Dr
creed upon in fi,g by d p rt Imdved.eTh, Swd,1tVp Engineer b NOTb , ofNe True St Cloud, FL 34771
�41.
JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTLO1
�I
=1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
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 King Jack w/ (3) 16d Toe
,Nails @ TIC & BC
Attach End Jack's I Attach Corner Jack's
w/ (4) 16d Toe Nails @ TIC
(2) 16d Toe Nails @ TIC&
& (3) 16d Toe Nails @ BC 2 BC (Typ)
0
ach Corner Jack's
(2) 16d Toe Nails
)) TC & BC (Typ)
Manuel Martinez, P.E.
# 047182
4620 ParkUew Or
St Cloud, FL 34771
FEBRUARY 17, 2017
ALTERNATE
GABLE END BRACING DETAIL
STDTL03
ALTERNATE
DIAGONAL BRACING TO THE BOTTOM
CHORD
HORIZONTAL BRACE
2XG DIAGONAL BRACE SPACED 413'
(SEE SECTION A -A)
O.C. ATTACHED TO VERTICAL WITH
TRUSSSES B
(4) - 16d NAILS, AND ATTACHED TO
24' D.C.BLOCKING
WITH (5) - lad COMMONS.
NAIL DIAGONAL BRACE TO
--
PURLIN WITH TWO 16d NAILS.
A-1 ROOFTRUSSES
LU , F BLt/0.
4RT PIER
FORT PIERCE, FL xsas
'=3
2X4 PURLIN FASTENED TO FOUR
772<ostoto
TRUSSES WITH (2) - 16d NAILS
1' - 3' MAX.
EACH. FASTEN PURLIN TO BLOCKING
V/ (2I - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
OIAG. BRACE
THE TRUSSES SUPPORTING THE
AT 1/3 POINTS
I-;
BRACE AND THE TWO TRUSSES ON
IF NEEDED
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
lad NAILS AT EACH END.
DIAGONAL BRACE TO BLOCKINGACH WITH
IT IS THE RESPONSIBILITY OF THE BLDG.
(5) - lad COMMON WIRE NAILS,
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
ENO WALL ` CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE STRUCTURAL
FOLLOWING NAIL SCHEDULE. GABLE TRUSS
METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS.
NAILING SCHEDULE: VERTICAL
- FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-1D) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lad (131'
X 3') NAILS SPACED S' OZ.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF lad
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
/ AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD
STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
Manuel Martinez, P.E.
4 047182
4620 ParkView Dr
12/11/19 PIGGY -BACK TRUSS DETAILS SD004
A-1 ROOFTRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-0010
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
**REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS. -
PIGGY -BACK TRUSS
REFER TO ACTUAL TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL PIGGY -BACK
TRUSS INFORMATION.
�L 2'-0"
(MAX.)
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF BASE TRUSS
(SPACING IS NOT TO EXCEED 24" O.C.). PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
SEE OPTION NO. 1 BELOW.
(APA RATED GUSSET)
SEE OPTION NO.2 BELOW.
2X4 VERTICAL WOOD SCAB
ATTACH EACH PURLIN TO TOP
1 �1 CHORD OF BASE TRUSS (PURLINS
BASE TRUSS & CONNECTIONS B.O.).
REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR
ADDITIONAL BASE TRUSS INFORMATION.
OPTION NO. 1 - APA RATED GUSSET:
OPTION NO.2 - 2X4 VERTICAL WOOD SCAB:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE.
EACH FACE. ATTACH AT 8'-a'O.C. w/ 8 (EACH) 6d
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
COMMON (0.113" x 2"J NAILS PER GUSSET: 4 (EACH) AT
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
STAGGERED 4'-a'O.C. FRONT TO BACK FACES.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
CONNECTIONS AT EACH TRUSS.
IMPORTANT NOTE:
THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 2N' O.C. OR LESS.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD. GABLE END, COMMON
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772409.1010 TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131'=10d
2. WOOD SCREW = 4.5SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
S.
BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
{
{�
(TYPICAL)
BASE TRUSSES
TRUSS
NVALLEY
{1
SS, OR GIRDER TRUSS
TRUSS CRITERIA:WIND
SECURE VALLEY TRUSS
DESIGN PER ASCE 7.98, ASCE 7.02, ASCE 7-05: 146 MPH
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6' O.C.
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY It BUILDING
EXPO SUREC
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS#2 MAX SPACING= 24' O.C.(BASE AND VALLEY)
SYPTOTHEROOFW/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SOS25412 (114- X 4.5')
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
Manuel Martinez, P.E.
# 047182
4620 ParkVieW Dr
St Cloud, FL 34771
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
�I
A-i ROOF TRUSSES
4451 ST. LUCIE BLVD.
GABLE END, COMMON
FORT PIERCE, FL 34946
TRUSS, OR GIRDER
772-009.1010
TRUSS
1. NAIL SIZE =WX 0.131'=10d
2. WOOD SCREW= 3'SD825300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
'A.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVI UAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS- 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
VA LEYTRUSS
(TYPICAL)
BASE TRUSSES
V
Il�j
li
EY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
SBELOWAXp.)
VVVJJY((
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
NAILS 6' O.C.
WIND DESIGN PER ASCE 7-10: 170 MPH
MAXMEAN ROOF HEIGHT=30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATER GORY II BUILDING
EXP08UREC
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS 42 MAX TOPCHORD TOTAL LOAD =50 PSF
SYPTOTHEROOF W/TWO MA%SPACING=24'O.C.(BASE AND VALLEY)
SIMPSON SDS25300 (U4' X 3') MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
Manuel Martinez, P.E.
# 047182
4620 PaWiew Dr
St Cloud, FL 34771
" JULY 17, 2017
r` 'IL -
(HIGH WIND VELOCITY)
STDTL07
_i
�I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772409-101D
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT =30 FEET
CATERGORY 11 BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PS
MAX SPACING = 24- O.C. (BASE AND VF
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 SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY, BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD
C
CLIP MUST BE APPLII
THIS FACE WHEN
EXCEEDS 6/12 (MAN
12/12 P
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08
�I
fgg
A-1 ROOF TRUSSES
4451 ST. LUC)E BLVD.
FORT PIERCE. FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/SOd NAILS, 6' O.C.
VERTICAL
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' D.C. MAX
VERTICALVBRACE
2X6 SP OR SPF
STUD#2
DIAGONAL
BRACE
(4) - 1'd
NAILS16d
NAILS
SPACED 6' oz.
(2) IOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IOd NAILS
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS
MINIMUM,
3X4=
PLYWOOD
SHEATHING
B
STD
SPF
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
/
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER DR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
-
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-D'O.C.
G.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.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. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. 10d ANO 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/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#31 STUD
12'O.C.
3-8-10
5-6-11
68.11
11-1-13
2X4 SP A31STUD
16'O.C.
3-3.10
4-9.12
6.6.11
9-10-15
2X4SP#31STUD
24'O.C.
2-8.6
3-11-3
5-4-12
8.1.2
2X4SP#2
ITD.C.
3.10.15
5.6.11
6-6-11
11.8.14
2X4 sP#2
16'O.C.
3.6.11
L-12
6.6-11
10-8-0
2X45P#2
24°O.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' REDUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF HEIGHT =30 FEET
BORC
190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CL O NS.
OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
ROOF
SHEATHING
(2) - 1Dd
NAILS
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
Manuel Martinez, P.E.
# 047182
4620 ParkVieW Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 99X OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
P44
1 ROOF TRUSSES
51ST. LUCIE BLVD.
T PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2%4 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)
\\ \ NAILS
BRACE SIZE FOR ONE -PLY TRUSS
SPECIFIED CONTINUOUS ROWS DF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2%6
2X6 T—BRACE
2%6 I —BRACE
2XB
2XB 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
2%6
2%6 T—BRACE
2X6 I —BRACE
2XB
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE CDR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I —BRACE
NAILS
WEB
T—BRACE
SECTION DETAIL%nuelMar6nez,P.E.
# 047182
4620 ParkVew Dr
1. Job • TmSS
I77927 A05
T russ type Ury Fly llle3aU l e
HIPS 1 1 2511
---14'10' —}--
E6X6
T E
6 12 y4X6D
4x6C
T1
I s3X66(A1)B (a)
s
19'—j- 14'10•—j
e3x4 s06 Ill.5x4
F G H —Net
�r Y V U T S R O P O N '7('�
1g•8 N3X6 =4X6=4X6 E3X4 ss4X6 a3X8=3X4=4X6 N7.5X4 1'yn-
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PL11TE RE
t� TV 41'4°
Loading Criteria (ps0
Wind Criteria
Code / Misc Criteria
DegICSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
VERT(LL): 0.158 H 999 360
Loc R+ / R- I Rh
I Rw 1 U / RL
13CLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.297 H 999 245
B 272 I-204 I-
/387 /260 /396
BCDL: 7.00
Risk Category: II
FT/RT:10(0y10(10)
HORZ(LL): 0.047 N - -
Y 2257 /- A
11359 /1131 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.089 N - -
L 1626 /- I-
/1094 /868 /-
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Wnd reactions based on
MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.812
B Br Width = 8.0
Min Re 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.959
Y Brg Width = 8.0
Min Req = 2.7
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
L Brg Width = 8.0
Min Req = 1.9
C&C Dist a: 4.87 ft
Max Web CSI: 0.994
Bearings B, Y, & L are a
rigid surface.
Loc. from endwell: not in 13.00
ft
Wgt: 280.0 Ibs
Bearings B, Y, & L require a seat plate.
GCpI: 0.18
Maximum Top Chord Forces
Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver, 19.01.o0A.0618.15
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
A-B 50 0
G-H 1651 -1984
Top chord 2x4 SP #2 :T7 2x4 SP M-30:
B - C 802 -404
H - I 1651 -1984
Sot chord 2x4 SP #2
C - D 980 -1722
I -_I 1639 -2122
Sp
Webs 2x4 SP #3
D-E 1002 -1142
J-K 1618 -2202
:L1 Level 2x4 SP#3:
:Rt Level Return 2x4 SP #3:
E - F 1459 -1681
K - L 1876 -2797
F-G 1651 -19B4
L-M 50 0
Bracing
(a) Continuous lateral restraint equally spaced on member.
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Camp.
Purilns
B - V 558 -665
R- Q 1709 -907
In lieu of structural panels or rigid ceiling use puriins
V - U 526 -622
Q - P 1875 -1023
to laterally brace chords as follows:
U-T 526 -622
P-O 2413 -1490
Chord Spacing(in cc) Start(ft) End(ft)
TC 24 14.83 33.83
T - S 993 -406
O - N 2413 -1490
BC 64 0.15 48.52
S - R 1709 -907
N - L 2415 -1489
Apply pudins to any chords above or below fillers
at 240 CC unless shown otherwise above.
Maximum Web Forces
Per Ply (Ibs)
Loading
Webs Tens.Comp.
Webs Tens. Comp.
Truss passed check for 20 psf additional bottom chord live load in areas with
A - W 0 0
H - Q 384 -380
42°-high x 240-wide clearance.
V - C 1522 -2115
Q -1 203 -237
C-T 1810-1013
I-P 450 -197
Wind
E-T 533 -763
P-K 530 -609
Wind loads based on MWFRS with additional C&C member design.
E - S 1072 -745
K - N 250 0
Left bottom chord exposed to wind.
S - F 608 -733
X - M 0 0
F - Q 442 -267
Additional Notes
Negative reaction(s) of-204# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
WARNING: Furnish a copy of this DWG to the installation contractor. Special rare
must be taken during handling, shipping and installation of trusses. See
.WARNING note below.
�e Tass Design Engineedng(.e. Spedalry Engineer), the seal owany Too ap—ntsa cmplsnw of the proles net engine Manuel Martinez, P.E.
s Me TOD only, antler TPI.1. Thetleslgn assumptbrts, loadng mntlldpns, suitabtity entl use of Nis Tluss fprany BUJNng ISW en047162
or Ne Bugtll,g Designer, m Iha mnlen of Ne IRC, Ne IBC, local bugtling mtle antl TPI-1. The eDPaval of Ure TDD entl enyfeltl
ntl baring shall be the asponslWlity of We Bulltling Designer and Contrattor. Adnotessslculintlle TDDandlhe Pad-sd 4620 ParkUeW Dr
BSClol pubpshMby TPlantl SBCAareafeanradforgenealguWarce. TPI.l defines the a sponsbllifiesand duties of Me Tuss
ess IhervdsedeAnedbya Ccnbad agreed upon is Jng byellpsNes lnwlsd. The Spd,lly Englreer is NOT Ne St Cloud, FL 34771
ao gpitellietl mm,a ere es aer�ea in TPIn.
FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TD MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
C ALONG A FLOOR TRUSS.
'JOB
C NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772d09-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END 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 CCC ATTASCABCH TOWIT. VERTICAI.L USE DRYWALL TYPE SCREWS)
ANCHOR To TO TOPTTACH CHORD N IBWITH LS (013131X 3') \NAILS (0131C3X 3').. I NATTACH AILS TO VERTICAL
\ WEB WITH (3) - i0d
BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL
VEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TD CHORD
NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
(2) - IOd NAILS C.J.1' (0216' DIA1
X 3.) IN EACH CHORD
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 3') EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - 0.. WALL r BLOCKING
STRONGBACK r (TYPICAL SPLICE) (BY OTHERS) 1 (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, I
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 7)
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). Manuel MarliOei, P.E.
# 047182
4620 ParkView Or
FEBRUARY17,2017 1 'LATERAL TOE -NAIL DETAIL I STDTL11
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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
A064.__.-_....._.. '
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
...
A-i ROOF TRUSSES
M.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
445l T. LUCIE
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE. FL 34946
772409-1070
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
o.135
93.5
85.6
74.2
72.6
63.4
!q
ri
.162
108.8
99.6
86.4
84.5
73.8
.128
74.2
67.9
58.9
57.6
5D.3
2
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ri
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
FVT-
NEAR SIOE
VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW SIDE VIEW
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS
EXAMPLE: NEAR SIDE NEAR SIDE
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
NEAR SIDE NEAR SIDE
FOR LOAD DURATION INCREASE OF 115: NEAR SIDE
3 (NAILS) X 845 (LB/NAIL) X 115 (DOU = 2915 LB MAXIMUM CAPACITY NEAR SIDE
NEAR SIDE
ANGLE MAY ANGLE MAY ANGLE MAY
VARY FROM VARY FROM VARY FROM
30' TO SG' 30' TO ED' 30' TO 60'
45.00' 45.00° 45.00°
anuel rGnez, P.E.
# 047182
4620 ParkView Dr
FEBRUARY17,2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOFTRUSSES
4451 ST. LUCIE aLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE —NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
L7
O
.131
59
46
32
30
20
J
.135
60
48
33
30
20
!(1)
7
.162
72
58
39
37
25
J
2
O
.128
54
42
28
27
19
I-
Z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
in
J
N
Q
M
Z
.120
51
39
27
26
17
U'
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
O
.148
57
44
31
28
20
M
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WIND DOL OF 1.60.
3 (NAILS) X 37 (LB/NAIL) X 1.60 (ODL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
aaa USE (3) TO
ON 2X4 BEARING WALL
aae USE (14) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR 5]
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
[L
NAIL
NAIL
Manuel Martinez, P.E.
# 047182
SIDE VIEW END VIEW 4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
1.0 X 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
O
A-1 ROOF TRUSSES
.S' ST. LUCIE BLVD. 12
FORT PIERCE, FL 34946
772-409-1010
VARIES
(4) 12d
TRUSS 24" o.c. (4) 12d
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
24" o.c.
SIMPSON H5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOFTRUSSES
4451 ST. LUCIE BLVO.
FORT PIERCE, FL 34946
772409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15Y LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
ZX4
2X6
2X4
2X6
2X4
2X6
20
2X8
20
30
24'
1 1706
2559
1561
2342
1320
1980
1352
2028
28
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169r47-
2900
4350
2451
3877
2511
3767
44
66
48'
3657
3348
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 C CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN C131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK CC) 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
V y
S
F BREAK
• 10d NAILS NEAR SIDE
+ IOd NAILS FAR SIOE
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).
OD 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
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Manuel Martinez, P.E.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. #047182
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4620 Pa(kVeW Dr
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
TRUSS CRITERIA:
LOADING: 40-30-0-10
DURATION FACTOR: 115
SPACING: 24' D.C. _
TOP CHORD: 2X4 OR 2XE
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2% SCAB (MINIMUM N2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
f9i,a-es2-1-
A-0 R100F
Lumber design values are in accordance with ANSlrrPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
'AIANTRUSISES
AFLONDACORPORAneN
RE: Job 77927
A4 Roof Trusses
4451 St Lucie Blvd
Site Information:
Customer Info: PARADISE HOMES GROUP
Fort Pierce, FL 34946 A
Project Name: COX RESIDENCE
Lot/Block:
VveU�
Model: 1 , U�lta PPC� r.
Address: 123 QUEEN FREDERIKA COURT, NORTH HUTCHINSON ISLAND, FL
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loa n
r
Conditions):
MAR 18 2020
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
STEPHEN E. KASTNER, P.E.
Wind Code: ASCE 7-10 Wind Speed: 160
FLORIDA PROFESSIONAL ENGINEER
Roof Load: 37.0 psf Floor Load: 0.0 psf
uCENSEXPE39528
This package Includes 77Individual, dated Truss Design Drawings and 16 Additional Drawings.
5320 FLORIDA PALIMAVE.
With my seal affixed to this sheet. I hereby certify that I am the Truss Design Engineer and this Index sheet
COCOA, FL 32927
conforms to 61 G15-31.003,sedion:5 of the Flodda Board of Professional Engineers Rules.
No.
Sell #
Truss Name
Date
No.
I Seq#
Truss Name
Date
No.
I Seq#
Truss Name
Date
1
2465
A01G
12/23/19
13
12530
1 A13
12123119
25
2715
B03
12123/19
2
2502
A02
120119
14
2522
A14
1223119
26
2536
B04
12123119
3
2505
A03
12123119
15
2516
A15G
12r23119
27
2596
805
1223119
4
2508
A04
12123/19
16
2505
A16
1223119
28
2593
B06
12123/19
5
2511
A05
12123/19
17
2502
A17
1223/19
29
2581
807 _
12/23/19
6
2517
A06
12123119
18
2499
A18
1223119
30
2467
B08G
1223119
7
2520
1 A07G
12123/19
19
2496
A19
1223/19
31
2545
B09G
1223119
8
2526
A08
1223119
20
2493
A20
1223119
B10
1223119
9
2529
A09G
12123l19
21
2487
A21
12/23119
COW
1223119
10
2532
A10
1223119
22
2617
A22G
1223/19
[361U2624I
CA
1223119
11
2535
All
1223119
23
2474
BOIG
1223/19
CJ1A
12123119
12
2533
Al2
1223/19
24
7iF-
2605
dProduct.atc.underrrwdaectsuoervtimhaedmewm--m,d,
B02
120119
CJ1B
1223/19
Thefissdrardng(s)refererrxd
havebeenprepared
WAIFmI
Truss Design Engineer's Name: Manuel Martinez
My acense renewal date forthe state of Florida Is FebruaP128.2021.
NOTEThe seal o n these drawings Indicate acceptan c� of p mfessional eng rnmdng
maponsibRy solely forthe truss w mponmts shown.
ThesuftabPnyand useofcomponents foranypadicularbuilding Lstheresponsibrdyofthebullding
designer. puANSVrPI.1 Seo.2
TheTmsspestgn Drswing(s)(n)D[sl) referenced hawbeen prepared based on thownsbuetbn
documents (also referred to attimes as' StructumlEngineedng Docunenb1provided bytheaurldlrrg
DeslgnerindIcating the natureand chamcterofthawark
Thedeslgn cdtadathereh havebeen tmnsfenedto ManuelMardnaPEby [At RoofTmssesorspecif c
location]. ThmoTDDs(atorefmtdtostlimesas RmctumiDelegated-
Engineering Documents'amspedaitysWquMcamponentdeslgnsand maybepadofthe pmdecm
deferred orphasedsubmVab. Asa T ss Design Engrneer(Ie,SpecL*y
Englnee4,the sealhemand on theTOD represents an acceptsnceofpmfesstonalenglnaring
respansiboyforthedestgn ofthestnglaTmw depicted on theTOD only. The Bwlding Designerls
responsible forandshalcoordinateand review the Milsfor
mrnpafibinywiththeirwi0mnengfne ring requirements. PleasereviewalITDDsandallrelatednotes.
r: Digitally signed by
Ma n u e l' ?LManuel Martinez
Md} Date ,2019.12.23
ra 3.09-OS'00'
eo\ sTUE.OF
'� SSrONaLE��`��•
ManuelMartmez,RF
4620Pa&VIIew Dc
SLCbud,FL3Wi
Page 1 of 2