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are acceptable for the fabrication ❑ APPROVED AS NOTED mE m 3 s
at trusses elevations, itches d =11 _ ° E
il REVISE AND RESUBMIT a)_ 0 o N €
overhangs, fascias,ceiling ❑ N o
elevations/pitches, bearing ~ a= E
[]REJECTED 3 0
conditions & all detail pertaining m = o 8 � o
to this truss placement plan. No N r" a o a 4
9 accepted ted back charges will be = N o 2 °� a m M o 0
o ra..r � �..
without previous written approval DATE a m y C H
from an A-1 Roof Trusses E.9 w y o m o s 8 `°
representative. REVIEWED BY m o c w N o€ 3 0 o
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PLAN DATE ARCH: -/--/---- STRUCT: /--/---- r o
CUSTOMER HABITAT SLC 2 m Y o a'; t �n
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JOB NAME �c '0 aco-v�F pp
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OPTIONS) g 2 = m
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Manuel Digitally signed ` `~ ° w °
9� Y 9 ��3��d�y�
Manuel Maf tlneZ COM OT #ITY THREE BEDROOM $ p a _
C O 2 N O lyil @ M
• Datii2020.02.18 � a T 9 o
1 V 1 a rt 0 n eZ 11:22:12-05'00' CITY s aL °" w 3
%t�;aea�rtFsasar�r o 0 a ", 2 cco O°
6� COUNTY ST. LUCIE m o d o a H
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TYPE # E���m'�a0�
,C' a w e y p t 3 cOM
m
. c*f JOB # 80391 MASTER AHHS3B U °o F ' o d
o
SERIAL: @ m F� 0� a 0 a)
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DRAWN SCA L ~__ y
DATE 2/12/20 ~ a
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AFLQRIDAGORPORATION ran mio 0 v 0= v `o
Ph 772-409-1010 / Fax 772-409-1015 U)= Co ID E ° o
//www.altruss.com
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http://www.altruss.com � mew aov a w
A°F,,LORIDf , iQ PQRATIC}N
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX:772-409-1015
www.AlTruss.com
n F p
0 (�
c C f1F
TRUSS ENGINEERING
BUILDER: HABITAT SLC
PROJECT. PALM DRIVE
COUNTY. ST LUCIE
LOT/BLK/MODEL: PALM DRIVE
ro
JOBM 80391
MASTER#: AHHS3B
OPTIONS: NO OPTIONS
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job 80391
Site Information:
Customer Info: HABITAT ST. LUCIE COUNTY
Lot/Block:
Address: PALM DRIVE, FORT PIERCE, FL
City:
Project Name: PALM DRIVE
Model: THREE BEDROOM
Subdivision:
County: EXEMPT
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES /TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 30 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 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
2604
A01
2112120
13
3381
B01
2/12120
25
2633
CJ7
2/12/20
2
2609
A02
2112/20
14
2664
B02
2112120
26
2480
HJ5
2112/20
3
2612
A03
2/12/20
15
2668
B03
2/12/20
27
2639
HJ8
2112/20
4
2615
A04
2112120
16
3384
B04
2112/20
28
2475
J7
2/12120
5
2525
A05
2112120
17
2653
B05
2/12/20
29
2463
A
2112120
6
2521
A06
2112120
18
2619
B06
2/12120
30
3457
J88
2112120
7
2517
A07
2112120
19
2626
B07
2/12/20
31
STDL01
STD. DETAIL
2/12/20
8
3454
A08
2112120
20
2630
B08
2/12/20
32
STDL02
STD. DETAIL
2112/20
9
2509
A09
2112120
21
2645
B09
2/12/20
33
STDL03
STD. DETAIL
2112/20
10
2505
A10
2/12/20
22
2466
CA
2/12/20
34
STDL04
STD. DETAIL
2/12/20
11
2501
All
2112/20
23
2469
CJ3
2112/20
35
STOL05
STD. DETAIL
2112120
12 12495
1 Al2
2/12/20
1 24
2472
CJ5 12112120
1136
1 STDL06 I
STD. DETAIL
i 2/12/20
Fire truss drawing(s) referenced have Veen prepared byAlpine Ergineered Products, Inc. under mydirectsupervision based on the parameters provided byA-1 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 pmfessionalengkreering
responsibility solely forthe truss components shown.
The su'dabirdyand use of componentsforanyparticularbwlding's the responslblayrofthe bu0dhrg
designer, perANSVrPkl Sea 2.
The Truss Design Drawing(s)(TDDIQ referenced have been prepared based on the construction
documents (also referred to atfirtws as Structural Engineering Docurrents') provided bythe Building
Designerindirating the nature and chamcterofthe work
The design criteria therein have been transferred to Manuel Martinez PE bylA1 Roof Trusses orspecific
location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents) are specialty structural component designs and may be part of the project's
defened orphaned submhals As a Truss Design Engineer(ie., Specialty
Enginem),the seal here and on theTDD represents an acceptance of professional engineering
responsibility forthe design of the single Truss depicted on the TDD only. The Building Designers
responsible forand shall coordinate and review the TDDsfor
wmpaubilitywith thebwdtten engincednll mqulmments. Please review allTDDs and all mlated notes.
Mz
Mz
Manuel Martinez,P.E.
4620 Park rww Or
SL Cloud, FL 34771
Page 1 of 2
#ffi-
A-1 ROOF
TRUSSES
AFLORIDACORPORATION
RE: Job AHH83B
No.
Seq #
Truss Name
Date
37
STDL07
STD. DETAIL
2/12120
38
STDL08
STD. DETAIL
2/12/20
39
STDL09
STD. DETAIL
2112120
40
STDL10
STD. DETAIL
2112120
41
STDL11
STD. DETAIL
2/12/20
42
STDL12
STD. DETAIL
2112120
43
STDL13
STD. DETAIL
2112120
44
STOL14
STD. DETAIL
2/12/20
45
STDL15
STD. DETAIL
2112120
46
STDL16
STD. DETAIL
2112120
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job I mss
AHHS3B A01
i 16'4°
I mss type Qry I Fly u2772/zWu
HIPS 1 1
16'4• —
SF,�T°PLATE REQ.
'- 354'
f- 2'6°
Loading Criteria (pert
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
E$P: C Kzt NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to In
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.01
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP M-30:
:T3, T4 2x4 SP #2:
Bot chord 2x4 SP M-30 :B1 2x6 SP 2400f-2,OE:
Webs 2x4 SP #3:W7 2x6 SP #2:
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use puains
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.33 28.00
BC 75 0.00 44.33
Apply pudlns 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.
SEAT PLATE REQ.
2604
T
T
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too L/defl L#t
Gravity Nan-Gmvity
VERT(LL): 0.148 L 362 360
Loc R+ / R- ! Rh / Rw / U / RL
VERT(CL): 0.316 L 169 240
B 1684 /- /- /1060 [783 /178
HORZ(LL):-0.047 L - -
N 2107 /- /- /1390 1899 /-
HORZ(TL): 0.076 L - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Big Width = 8.0 Min Req = 1.5
Max TC CSI: 0.689
N Big Width = 8.0 Min Req = 2.5
Max BC CSI: 0.790
Bearings B & N are a rigid surface.
Max Web CSI: 0.833
Bearings B & N require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 235.91bs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
B-C 391-1088 G-H 1344 -2087
A-B 52 0 H-1 1106 .1537
C-D 1253-2448 I-J 1070 -1688
D - E 1431 -2657 J - K 1045 -1703
E - F 1326 -2269 K - L 900 -1236
F - G 1348 -2247 L- M 846 -1061
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - T
2227 -1035
P - O
1144
-726
T - S
2552 -1277
O - N
1144
-726
S - R
2551 -1278
N - L
1223
-780
R-Q
1980-1018
L-M
1091
-796
Q-P
19W-1018
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
2016 -2486
R- H
254 -152
D - T
464 -408
H - P
635 -692
T - E
399 -208
P -1
221 -47
E - R
388 -563
P - K
2067 -1527
G-R
372 -13
K-N
1612 -1904
Mud agent or the Building Des
Installation and breden shall be
sry to seal on any Too represents an ecoaptance of the prefesslanel engineedn
as, loading conditions, sullabllity and use of thls Thes for any Bullding isthe Manuel Marine; P.E.
the 180, local building code and TPIA. The approval of the Too and any geld 40471 B2
I Designer and Conbador. All notes set out in be MD and to practices and 4620 PaWew or
or general guidance. TPI-1 defines the responslbllltiee and duties ofthe Truss St Cloud, FL 34771
i wdtbg by all parties Involved. The Spedalty Engineer is NOT be
Job Truss Truss Type Qty I Ply 02/12/2020 2609
AHHS3B A02 I HIPS 1 1
E5X8
G
d5i
H
SE�j PLATE RED. SEAT PLATE REQ.
1- 35'4' i T6"
�— 2'6"
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: 10.00 Risk Category. II FT/RT:10(0y10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00 Mean Height: 25.00It WAVE
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS. Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00 R
' GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP 2400f-2.13E:
:T2 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.OE :B2 2x4 SP #2:
:B3 2x4 SP M-30:'
Webs 2x4 SP #3 :W8 2x6 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
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(tt)
TC 24 18.33 26.00
BC 72 0.00 44.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Trusts 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
TERMS
44'4"
DeflICSI Criteria.
PP Deflection In loc L/defl L#f
VERT(LL): 0.146 F 999 361
VERT(CL): 0.303 F 999 241
HORZ(LL): 0.034 M -
HORZ(fL): 0.075 M -
Creep Factor. 2.0
.Max TC CSI: 0.999
Max BC CSI: 0.985
Max Web CSI: 0.653
Wgt: 233.1 Ibs
VIEW Ver. 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
T 1674 /- !- /1049 /777 /196
M 2121 A A /1388 l887 A
Wind reactions based on MWFRS
T Erg Width = 8.0 Min Req = 1.5
M Brig Width = 8.0 Min Req = 2.5
Bearings T & M are a rigid surface.
Bearings T & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 299 -1248 G - H 1125 -1528
A-B 52 0 H-1 1102 -1659
C-D 1131 -2350 I-J 867 -1147
D - E 1320 -2614 J - K 860 -1159
E-F 1332-2574 K-L 870 -1259
F-G 1269-2010
Maximum Bot Chord Forces Per Ply (Ibs)
Chards Tens.Comp. Chords Tens. Comp
T-B
1202 -218
P-O
1W4
-844
T-S
2176 -956
O-N
SW
-479
S - R
2199 -972
N - M
988
-479
R-Q
2337-1100
M-L
1249
-759
Q - P
2336 -1100
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
940 -1286
G - O
470
-498
S-D
523 -568
O-H
242
-75
D-R
447 -3W
0-1
822
-631
R-F
352 0
1-M
1617
-2078
F-P
433 -630
M-K
509
-452
G - P
530 -185
on
ig Designer and contractor. NI notes sat
forgenemlguldance. TPlAdefnes Ne
In adding by all parties hvdved. The Sao
, NM1P T..
Manuel MaNna P.E.
#047182
4620 ParkMew or
St Cloud, R. 34771
Job Truss Truss Type Uty Illy 02/32%LULU
AHHS3B A03 I HIPS 1 1 2612
20'4° 318 '{20'4'
SP�$� PLATE REQ. SEAT PLATE REQ.
1- 35'4" i 7'6"
I- Z6" 1 444°
Loading Criteria (paq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt. NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to If
C&C Dist a: 4.43 It
Loc. from endwall: not in 13.00It
GCpI: 0.18
Wind Duration: 1.60
Code I Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
DeflIQSI Criteria
PP Deflection in 'loc Udefl L/#
VERT(LL): 0.275 Q 999 36l
VERT(CL): 0.652 Q 638 24l
HORZ(LL): 0.064 G - -
HORZ(TL): 0.152 G - -
Creep Factor: 2.0
Maz TC CSI: 0.812
Max BC CSI: 0.995
Max Web CSI: 0.783
Wgt: 228.9 lbs
VIEW Ver: 19.01.00A.0618.16
Lumber
Top chord 2x4 SP M-30:T1 2x4 SP 24001-2.0E:
:T3 2x4 SP #2:
Bot chord 2x6 SP 2400f-2.0E :B2 2x4 SP M-30:
:B3 2x4 SP #2:
Webs 2x4 SP #3 :W8 2x6 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Bracing
(a) Continuous lateral restraint equally spaced on member.
Putting;
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 20.33 24.00
BC 61 0.00 44.33
Apply pulling 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.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
U 1684 /- /- /1044 1782 1214
M 2107 /- /- /1365 /879 1-
Wind reactions based on MWFRS
U Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.5
Bearings U & M are a rigid surface.
Bearings U & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 396-1319 G-H 1147 -1602
A-B 52 0 H-I 1120 -1744
C - D 1092 -2338 I - J 565 -676
D - E 1346 -2700 J - K 557 -740
E-F 1362-2650 K-L 904 -1161
F - G 1162 - MIS
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
U - B
1269 -312
Q - P
1602
-691
U - T
2173 -930
P - O
1270
- 618
T - S
2199 -949
O - N
1270
- 618
S - R
2323 -1077
N - M
1097
- 697
R - Q
2322 -1078
M - L
1179
- T78
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
839 -1200
H - P
200 -52
T - D
498 -569
P -1
724 -516
D - S
475 -361
I - N
1093 -1224
S-F
513 -24
N-K
1431 -807
F - Q
686 -957
K - M
1350 -1919
G-Q
421 -161
10".
The design assumptions, loading conditions, suitability and use ofdlis Truss for any Building's rue
Manuel MaAnea, P.E.
herenteLLofthelRC,thelBC,loralbuildingredeand TPI-1. Theeppreval ofthe TDDandanygeld
0047182
IDsiblliry of the Building Designer and Contractor. Nlnoassetoutin the TDDandthe predess and
4620 Papaw Dr
SECA are referenced for general guidance. TPI-1 defines the responslbilitles and duties of the Truss
St Cloud, FL 34771
lont.0 agreed upon In w 1ing by all parties Involved. The Spedalty Engineer Is NOT the
ofined In TPI-1.
I thRw ftwn ne iiutlnn d M1 RmfTnicwe.
Job Iruss Iuss type ury I My U2/12%LU2U
AHHS3B A04 HIPS 1 1 2615
SEAT PLATE RED. SEAT PLATE RED.
35'4"
f-2'6" -}- 44W
Loading Criteria (pep
TCLL:
20.00
TCDL:
10.00
BCLL:
0.00
BCDL:
10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 it
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.OE:
:T3 2x4 SP #2:
Bot chord 2x6 SP 2400f-2.OE 32 2x4 SP M-30:
:B3 2x4 SP #2:
Webs 2x4 SP #3 :W8 2x6 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid calling use pudlns
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.00 44.33
Apply pudlns 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.
7'6" {
DefllCSl Criteria ♦ Maximum Reactions (Ibs)
PP Deflection In loc L/defl L/# Gravity Non -Gravity
VERT(LL): 0.148 Q 999 360 Loc R+ / R- ! Rh ! Rw / U / RL
VERT(CL): 0.307 Q
999 240
S 1684 /- /- 11030 f776 /229
HORZ(LL): 0.031 M
- -
L 2107 /- !- 11346 /872 /-
HORZ(TL): 0.067 M
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
S Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.631
L Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.994
Bearings S & L are a rigid surface.
Bearings S & L require a seat plate.
Max Web CSI: 0.778
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 226.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
B-C 471-1459 F-G 1034 -1675
A- B 52 0 G- H 1005. -1670
C - D 1099 -2434 H - I 559 - 9W
D - E 1209 -2590 I - J 547 - 995
E - F 1229 -2545 J - K 915 -1177
TERMS and CONDITIONS CUSTOMER
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
S - B
1404 -384
O - N
1399
-617
S - R
2271 -950
N - M
1399
-617
R - Q
2290 -964
M - L
1108
-708
Q-P
2212 -958
L-K
1188
-789
P-O
2211 -958
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - C
779 -1154
G - O
605 -228
R - D
469 -468
O - H
302 -307
D - Q
267 -276
H - M
930 -1030
Q- F
487 0
M- J
1555 -924
F - 0
627 -879
J - L
1404 -1959
and
Rm Tn—
Manuel Martinez, P.E.
#047182
4620 Parkvew or
St Cloud, R. 34771
Job Iwas Imss Type Qty I Ply 02/122U2U
AHHS3B A05 HIPS 1 1 2525
20'6°
SEA'[ PLATE RED. I SEAT PLATE RED.
35'4° i 7'6"
Loading Criteria (pap 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: 10.00 Risk Category: II FT/RT:10(0)/10(10)
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00 Mean Height: 25.00 It WAVE, HS
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0" MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.0E:
:T3 2x4 SP #2:
Bot chord 2x4 SP 24001 :B2 2x4 SP M-30:
:B3 2x4 SP #2:
Webs 2x4 SP #3
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purling,
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 20.50 23.83
BC 61 0.00 44.33
Apply purling 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
44'4°
Deg/CSI Criteria
PP Deflection in Ice Udefl L/#
VERT(LL): 0.299 P 999 36(
VERT(CL): 0.686 P 607 24(
HORZ(LL): 0.053 F - -
HORZ(TL): 0.132 F -
Creep Factor: 2.0
Max TIC CSI: 0.875
Max BC CSI: 0.994
Max Web CSI: 0.793
Wgt: 220.5 Ibs
VIEW Ver. 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw ! U / RL
S 1520 A 1- /880 1684 /183
L 2112 /- !- /1361 1888 A
Wind reactions based on MWFRS
S Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 2.5
Bearings S & L are a rigid surface.
Bearings S & L require a'seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 97 -659 F - G 1207 -1628
B - C 1593 -2700 G - H 1182 -1772
C-D 1498-2612 H-1 566 -731
D - E 1510 -2553 I - J 554 -773
E - F 1226 -1805 J - K 899 -1157
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
S - R
2463 -1329
O - N
1301
-662
A - S
670 -82
N - M
1301
-662
R-Q
2315-1195
M-L
1121
-726
Q-P
2315-1195
L-K
1172
-773
P-O
1628 -748
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
S-B
1728-2268
G-0
191 -53
C-R
211 -55
O-H
72D -505
R-E
383 -17
H-M
1100 -1220
E-P
674 -909
M-J
1485 -853
F-P
461 -212
J-L
1364 -1923
be valid. As a Truss Design Engineering (i.e. Spedalty Engineer), Me seal on any TDD represents an acceptance of Me
s depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabllity and use of this Truss for
sized agent or the Building Designer, In Me nine# of the IRC, the IBC, local building code and TPI-1. Theapprovalof0
Installation and b2cina shall be the resnonsibiliN date Buildlra Deslaner and Conhactor. All notes set out In Ma TOE ai
MAtR lTrsviis.
Manuel MaNnez, P.E.
4047182
4620 PadNew Dr
St Cloud, FL 34771
Job I nks I mss t ype
AHHS3B A06 HIPS
try Ay I uz11z14uzu
2521
RZ5X6
F° G
12
4 p
o3X48 Hd4X6
w 11.5X3 �C3X6 D (a) I cr3J 6
'n T1 (a) 1111.5X3
3X4 B TS
1 `=3X6(C6 A—W6 Ke3X6(A7)
a3X6(C6) B7 Q e�?��e �0. =ovn =ovc L1-1
=4X6
SEAT PLATE REQ.
F 354'
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category., II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 6.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: 1-02 to In
C&C Dist a: 4.43 It
Loc. from endwall: not In 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP 2400f-2.OE:
:T5 2x4 SP M-30:
Bot chord 2x4 SP M-30 :B1 2x4 SP 24001-2.0E:
Webs 2x4 SP #3 :W6 2x6 SP #2:
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Stari(ft) End(ft)
TC 24 18.50 25.83
BC 75 0.00 44.33
Apply puriins 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.
"WARNING" Please thoroughly review the"/
ally design parameters and read notes on Nis Truss
annector plates shall be used for the TDD to be vald.
DeB/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.184 E 999 36(
VERT(CL): 0.388 E 999.24(
HORZ(LL):-0.052 B - -
HORZ(TL): 0.111 13 -
Creep Factor: 2.0
Max TC CSI: 0.814
Max BC CSI: 0.717
Max Web CSI: 0.645
Wgt: 222.6 Ibs
VIEW Ver. 19.01.00A.0618.16
SEAT PLATE REQ.
-- 7'6"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
LOG R+ / R- / Rh / Rw / U / RL
R 1508 /- /- 1885 /679 /165
L 2126 P /- 11385 1895 P
Wind reactions based on MWFRS
R Brig Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 2.5
Bearings R & L are a rigid surface.
Bearings R & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Corno Chords Tens. Comp.
A-B 152 -714 F-G 1180 -1548
B - C 1524 -2660 G - H 1160 -1682
C - D 1567 -2577 H -1 866 -1158
D - E 1578 -2547 I - J 943 -1162
E - F 1356 -2D47 J - K 872 -1262
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
R - Q 2430 .1266
O - N
1887
-923
A-R 717 .128
N-M
1021
-525
Q - P 2337 .1250
M - L
1021
-525
P-0 2337-1250
L-K
1251
-758
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
R - B
1604 -2159
F - N
476
-508
C-Q
188 -30
N-G
223
-83
Q - E
234 -40
N - H
798
- 617
E - O
470 -565
H - L
1651
-2097
F-O
569 -212
L-J
511
-454
umptions, loading conddons, suitability and use ofibis Truss for any Building is ilia 1 Manuel Martinez, P.E.
e IRC, Ne IBC, local building rode and TPI-1. The approval of the TDD and any" Id 4047182
luilding Designer and Contactor. NI notes set out in the MD and the practices and 4620 ParkVin Dr
incedforgenealguidance. TPI-1 defines the responsibilities and duties of the Truss St Cloud, R. 34771
upon In vatting by all parties involved. The Specialty Engineer Is NOT the
Job Truss Truss Type
AHHS3B A07 HIPS
Qty I Ply 02/12/2020
1 1
11'4' 16'6"
2517
aa5X6 1111.5X4 s5X6
12 E F T3 G
T 4 73T4
4X6
03X4CD H 1a3X6
m Ti
o3X4B
=3X6(C6 A Wfi J.3X6(A1
T4
m3X6(C6) Q p 82 N M L K
1111.5X3 a3X4 =4X6 =3X8 =g34X6 =4X4 013X6
S%T PLATE RED. SEAT PLATE REQ.
354° i 7.6"
Loading Criteria (pen
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4,43 ft
Loc. from endwall: not in 13.01
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.OE:
:T3, T4 2x4 SP #2:
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-30:
:B3 2x4 SP #2:
Webs 2x4 SP #3 06 2x6 SP #2:
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purling
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TO 24 16.50 27.83
BC 56 0.00 44.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RTAO(Ou10(10)
Plate Type(s):
WAVE
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.
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.199 P 999 360
Loc R+ / R- / Rh / Rw / U / RL
R 1520 P /- /896 1685 1147
VERT(CL): 0.417 P 997 240
HORZ(LL):-0.065 B - -
K 2112 /- /- /1387 1900 P
HORZ(TL): 0.137 B - -
Wind reactions based on MWFRS
Creep Factor: 2.0
R Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.801
K Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.996
Bearings R & K are a rigid surface.
Bearings R & K require a seat plate.
Max Web CSI: 0.970
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 214.2 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A-B 351 -935 F-G 1425 -2044
B - C 1616 -2685 G - H 742 -1093
C - D 1535 -2547 H -1 718 -1112
D - E 1562 -2538 1 - J 914 -1177
E - F 1425 -2044
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
R-Q
2473-1363
N-M
1505
-811
A-R
924 -322
M-L
1505
-811
Q-P
2478-1368
L-K
1100
-707
P - O
2088 -1113
K - J
1173
-788
O - N
2088 -1113
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
R-B
1546-1950
F-N
292 -281
Q-C
155 -147
N-G
820 -541
C - P
294 -189
G - L
965 -976
P - E
484 -156
L - I
1593 -1044
E-N
272 -110
I-K
1516 -1959
"WARNING** Please thoroughly review the -A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT." form.
Verily design parameters and read notes an this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless oho Wse stated on the TOO. only Alpine
rPl-1. The design essumpbons, loading wndhons, suitability and use ofthis Truss for any Building's(he
Manual Marxus¢ P.E.
sr, In the canted of the IRC, the IBC, local bullding code and TPI-1. The approval of the TDD and anyl.ld
4047182
msponslbllityoftheaullding Devgnerand Contmdor. Allnotessetoutlnthe TDDand Nepadlwsantl
4620 Pari Or
land SBCAarerefemnmdforgwomlguldanw. TPI4 defines the responsibili0es and duties of the Tross
$1 Claud, FL 34771
by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
easdefrol In TPI-1.
v, wiit,niA Nn wiiaxn nnrmi2einn nr A.1 RmfTnv-
Job INSS Iwas type Qty I Fly u2/12/2u20
AHHS3B A08 HIPS 1 1 2513
14'6"
Es5X8
1111.5X4
12
D
E
T1
v
3X4C
all B
A
1I
81 P
O N
M
1111.5X3
=3X4;sl
Ea3X10
L K J
=3X6=4X6
14'6"
9zli
\41
PLATE RED. SEAT % PT6LS @8@PLATBMID k,A IE FEQ.
35' 3[I 5'4" -j;F 8"
Loading Criteria (part Wind Criteria Code / Misc Criteria
DeB/CSICriteria
♦ 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 Sld: 2014
VERT(LL): 0.206 O 999
360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.411 O 999
240 Q 1527 /- /-
1884 f708 /130
BCDL: 10.00 Risk Category: Il FT/RT:10(0)/10(10)
HORZ(LL):-0.055 B -
- J 1835 /- /-
/946 f768 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.111 B -
- X 24 /- /-
114 /3 /-
Des Ld: 40.00 Mean Height: 25.00 ft WAVE
Creep Factor: 2
R 341 /-112 /-
/164 1167 /-
NCBCLL: 10.00 TCDL: 5.0 psf
0.
Max TC CSI: 0.794
Wind reactions based on
MWFRS
Load Duration: 1.25 BCDL: 5.0 psf
Q Brg Width = 8.0
Min Req = 1.5
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.966
J Brg Width = 8.0
Min Req = 2.2
C&C Dist a: 4.43 R
Max Web CSI: 0.956
J Brg Width = 64.0
Min Req = -
Loc. from endwall: not in 13.00 ft
Wgt: 220.5 Ibs
R Brg Width = 8.0
Min Req = 1.5
GCpl: 0.18
Bearings Q, J, J, & R are
a rigid surface.
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 Bearings Q, J, J, &R require a seat plate.
Lumber
Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2:T1 2x4 SP 2400f-2.OE:
Chords Tens.Comp.
Chords Tens. Comp.
Bot chord 2x4 SP #2 :131 2x4 SP 2400-2.OE:
A-B -692
E-F 1148 -1587
Webs 2x4 SP#3:W62x6 SP #2:
B - C 1739 -2692
739
F - G 1148 -1587
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
C - D 1690 -2496
G - H 589 -51
D - E 1730 -2377
H -1 650 - 655
Bracing
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Plating Notes
All plates are 3X6(C6) except as noted.
Q - P 2470 -1509
M - L 1442 -817
A-Q 841 -348
L-K 1442 -817
Purlins
P-O 2471 -1515
K-J 60 -406
O - N 2323 -1361
J - R 231 -1040
In lieu of structural panels or rigid ceiling use pudins
N - M 2323 -1361
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TO 24 14.50 29.83
Maximum Web Forces Per Ply (Ibs)
BC 71 0.00 44.33
Webs Tens.Comp.
Webs Tens. Comp.
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Q - B 1625 -2071
M - F 1137 - 692
P - C 181 -30
F - K 433 - 583
Wind
C - O 212 -158
K - G 1892 - 927
Wind loads based on MWFRS with additional C&C member design.
D - O 366 -11
G - J 1118 .1721
D - M 145 -135
H - R 695 - 597
E - M 475 -482
shall be used forme TDD to be valld. As a Truss Design Enginaedng (i.e. Spectalty Engineer), me seal on any IUD represents an acceptance or me pmtesslonal an, ni snn
Manuel Marne; P.E.
the design of the single Truss depicted on the TDD only, under TPl4. The design assumptions, loading oond'Nons, suitability and use of this Tmss for any Baling is the
he Owner, the Oenefs authorood agent ordre Building Designer, in the Conte#plans IRG We IBC. low] building code and TPI-1. Theapprovalofthe Too and anyfold
d04]182
Induding handling, storage, Installation and brdoing shall be the responsibility ofdla Building Designer and Contractor. AllnotessMoutln Me TDDand Nepredicesand
4820 Parkfimv Dr
Building Component Safety lnformatlon(BSCI) published byTPI and SBCA are referenced for general guldenru. TPI-1 defines Me responsibllifies and did of the Tmss
St Cloud, Fl. 34771
Ity Engineer and Truss Manufacturer, unless omenvise defined by a copped agreed upon In wd0ng by all pates Involved: The Spatially Engineer Is NOT I
orTmss System Engineer of any huilding. All rupitellted terms are as defined In TPI4.
-IRnnl Tn-�Rarvna,ne'nnMlMadmimnnl.ln nnV lMm.Ii nThllylM u.SlY,mrl ry,nwMan MrmlF[Nn MA-1RmfTnie-
Job Truss Truss Type Qty Ply 02/12/2020
AHHS3B I A09 I HIPS 1 11 I 25os
12
=6X6
4 p
D
Es_
Tva3X4C
to
e=3X6(C6)o13X4
=4XA6(D7) 13
1I S4
T S
R Q
P
III1.5X3
=3X4 ri
sai
19'4" 112'1 ,
=3X6 1111.5X3 =6X6
F G T3 H
O N M L
m3X8 mi si 1111.5X3
S%T PLATE RED. SEAT PLATF6(2E0.
I- 41W
Loading Criteria (pan Wind Criteria Code I Mlsc Criteria
DefIIC51 Criteria ♦ Maximum Reactions (Ibs) -
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc L/defl LNf Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.369 G 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.747 G 653 243 T 1799 /- /-
/1017 /822 /111
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.095 L - - J 1799 /- /-
/1017 /822 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.194 L - - Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft WAVE.
Creep Factor. 20. T Brg Width = 8.0
Min Req = 2.1
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.778 J Width =
Min Req = 2.1
Load Duration: 1.25 BCDL: 5.0 sf
P
e
Bearings T 8 J are arigid
ing
surface.
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.997 Bearings 8 J require a
seat plate.
C&C Dist a: 4.43It
Max Web CSI: 0.619
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from not in 6.50
Wgl: 236.61bs Chords Tens.Comp.
Chards Tens. Comp.
i: 0.18 .18
GCpI:
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16 A-B 422 -865
F-G 2584 -3922
Lumber
B-C 2068-3251
G-H 2586 -3924
C - D 2184 -3377
H - I 2182 -3376
Tap chord SP #2:
D-E 2572-3905
I-J 206B -3251
x4SP-30t-2.OE4S #2x4
BotWe chord 2x4 SP M-30 :82 2x4 SP #2:
Webs 2x4 SP #3
E - F 2584 -3922
J - K 423 -865
:Lt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
:Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Purling
In lieu of structural panels or rigid ceiling use purlins
A- T 908 -427
O - N 3177 -1868
to laterally brace chords as follows:
B • S 2949 -1802
N - M 3177 -1868
Chord Spacing(in oc) Start(ft) End(ft)
S - R 2950 -1807
M - L 2950 -1808
TC 24 12.50 31.83
R - Q 3178 -1869
L - J 2950 -1803
BC 54 0.00 44.33
Q - P 3178 -1869
J - K 908 -427
Apply purling to any chords above or below fillers
P - O 3928 -2300
at 24" OC unless shown otherwise above.
Wind
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
Wind loads based on MWFRS with additional C8C member design.
S-C 160 -19
G-O 368 -352
C - R 266 -156
O - H 890 -572
D-R 206 0
H-M 210 0
D - P 873 -556
M -1 264 -153
P-E 375 -359
I-L 159 -20
E-O 74 -71
"WARNING" Please thoroughly review the"A.1 R0OF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER°) ACKNOWLEDGMENT- form.
Verify design parameters and mad notes on this Tmss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless othemAse slated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Tmss Design Engineering (i.e. Specialty Engineer), Me
seal on any TDD represents an acceptance of the pmmoslonal enarmedn
responsibility for the design of Me single Tmss depicted on Me TDD only, under TPI-1. The design assumptions, loading condNons,suitability and use of this Tmss for any Bullding is Me
Manuel MaNnes RF
responsibility of the Owner. Me Owners aulhorized agent or the Building Designer. In Me conleM of Me IRC, Me IBC, local building code and TPIA. The eppmval of Me TOO and any field
If 047182
use ofthe Tmss, including handling, storage, Installa0on and bracingshell be Me responsibility ofthe Building Designerand contactor. Minotessetoutin Me TDDand Mepmclmsand
4620 Pai Or
guidelines of Me Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPI-1 defines Me resporeficiftes and duties ofthe Tmss
St Cloud, FL 34771
Designer, Specalty Engineer and Truss Manufacturer, unless otherwise defined by a Contact agreed upon In writing by all pltee involved. The Speclely Engineer Is NOT Me
Bund'ulg Designer urTmes System Engineerof any building. All capitalized tens are se defined In TPF1.
CnnvnnM1t W ]01fi A-1 RnMTmuv-RnvMutlirvi nllM1ia ercumanlln vnvinrm. k om6iM1nM wtlMipihe vmden rw.rmictlrvi nlA-1
RmlTnixew.
Job muss Iwas type uty Yly Li
AHHS3B A10 HIPS 1 1
10'6" 231
12 3X4 =H0308 111.5X4 se
T2
4 p C=��e D E F T3 G
H
10'6" —�
(a)
(a)
(a)
m3H6I 3614
(6(D7)B6(C6)03X4
a X
a
I
P O N M B2L K J
[111.5X3 ae110308 E4X4 _4X10 -H0308 1111.5X3
PLATE REQ.
Loading Criteria (psn
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a:4.43 ft
Loc. from endwall: not In 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP 2400f-2.OE :T2, T3 2x4 SP M-30
Bot chord 2x4 SP 2400f-2.0E :82 2x4 SP M-30:
Webs 2x4 SP #3
:Lt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
:Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
Code I Mlsc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purling
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.50 33.83
BC 58 0.00 44.33
Apply putting 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"
Verily design pan
shall be used for to TDo to be valid.
the design of the single Truss depicted
2505
=4X6(D1)
SEAT PLAJI REG.
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.489 F 997 360
Loc R+ / R- / Rh / Rw / U / RL
P 1799 A /- 11017 /915 /94
VERT(CL): 0.990 F 492 243
HORZ(LL): 0.120 H - -
H 1799 /• /• 11017 /915 /-
HORZ(TL): 0.244 H - -
Wind reactions based on MWFRS
Creep Factor. 2.0
P Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.845
H Big Width = 8.0 Min Req = 1.5
Max BC CSI: 0.974
Bearings P & H are a rigid surface.
Bearings P & H require a seat plate.
Max Web CSI: 0.634
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 217.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
A-B 446-1250 E-F 3008 -4657
B - C 2226 -3515 F - G 3010 -4658
C - D 2989 -4629 G - H 2224 -3513
D - E 3008 -4657 H - I 443 -1245
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
P - O
3225 -1931
L - K
3227 -1924
A - P
1299 -467
K - J
3227 -1924
O - N
3229 -1926
J - H
3223 -1929
N - M
3229 -1926
H - I
1295 -464
M - L
4666 -2770
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
C-O
281 0
L-G
1577
-991
C - M
1548 -966
F - L
460
-465
M- D
463 -472
J- G
265
0
D-L
62 -58
form.
A-1
unsp8ons, leading conditions, suitability and use offhla Truss for any Builtling is the
Manuel Matline; P.E.
s IRC, the ISC, local building code and TPI-1. Theapprovalofthe TDOanal any laid
4047182
aiding Designer and ConbaLl@. All soles set outln the TDo and the prec0oesand
4620 Pai Or
nxedforgenemlguidence. TPI-11 defines the responslbllllies and dutlesofthe Truss
St cast, FL 34771
upon In venting by all pales Involved. The Spadalty Engineer Is NOT the
n e,an nr A-1 Rml Tureas
Job Truss Truss Type Qry Ply
AHHS3B A11 HIPS 1 1
�- 96" 274"
4 p =6X12 =D 4 T2 1111E5X4F4X6 =3C'X4
Q P Q=nuoua B2 N M C
1111.5X3 =3X8 =3X8 imH0308
SAT PLATE RED.
f�-,6 41'4'
44'4"
02/12l2U2u
2501
} 8'6"
m6XI2
H
=3 (3
3XE4X6(D1)1)
J
K
1111.5X3
SEAT PLATj,F2EQ.
Loading Criteria (psq Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc
Udell U# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.603 E
808 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.223 E
399 243 R 1799 /- /- /1015 1916 176
BCDL: 10.00 Risk Category: II
FT/RT:10(0u10(10)
HORZ(LL): 0.1111
- - I 1799 /- /- M015 1916 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL) 0.226 1
- - Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height:.26.00 it
WAVE, HS
Creep Factor: 20.
R Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.636
I Width = 8.0 Min = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.991
Bearings rigid surface. .
Bearings R & I are
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
i
Bearings R 8 I require a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.842
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not In 6.50
Wgt: 210.0 Ibs
Chords Tens.Comp. Chords Tens. Camp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16 A-B 498-1216 F-G 3707 -5870
Lumber
8-C 2222 -3493 G-H 3331 -5233
C - D 3331 .5233 H - I 2222 -3493
Top chord 2x6 SP 24OOr-2.OE :T2, T3 2x4 SP
D - E 3707 -5870 I - J 498 -1216
2400f-2.OE:
E - F 3707 -5870
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-30:
Webs 2x4 SP #3
:Ll Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
Maximum Bot Chord Forces Per Ply (Ibs)
:Rt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
Chords Tens.Comp. Chords Tens. Comp.
Bracing
R-Q 3202-1936 N-M 5301 -3175
(a) Continuous lateral restraint equally spaced on member.
A - R 1265 -511 M - L 5301 -3175
Q - P 3204 -1930 L - K 3204 -1931
Purlins
P-O 5301.3174 K-1 3202 -1937
In lieu of structural panels or rigid ceiling use pudins
O - N 5301 -3174 I - J 1265 -511
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 8.50 35.83
Webs Tens.Comp. Webs Tens. Comp.
BC 54 0.00 44.33
Apply pudins to any chords above or below fillers
C - Q 201 0 N - G 627 -353
at 24" OC unless shown otherwise above.
C - P 2210 -1356 G - L 573 -690
P - D 572 .690 L - H 2210 -1356
Wind
D-N 628 -353 K-H 201 0
Wind loads based on MWFRS with additional C&C member
design.
E - N 358 .369
GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' form.
clety, Englneer refierenoe sheet before use. Unless othenelse stated on the Too, only Alpine
as cthemdse defined by a Contract agreed upon in wrong by all pad
AI ospilelins! tans ere as defined In TPI-1.
Iln-f.-u..bli. wlea l.wlMn nmmixvm of A-0Roof'r-
Manuel Marini, RE
# 047182
4520 ParkVm Or
St Cloud, FL 34771
Job
AHHS3B
Truss Truss Type
Al2 HIPS
tCity
1y I 02/12/2020
2
2495
207# 1�2# 122#y 122gy 122kj 1 122#+ 12 122q#y�t qy 122#j 1221y 122#+ 122#y 122#y 122#+ p'207#
'-6'6"6 K061-2'-1-2'-}-2'-Y--2'--j�T t Y�j-7"-y-•-j-2',-}-,2'-y-T-y-2'T2--1-2'4i:9 t 666�
12
4 r-., -6x10
C
-4X4 m7.5x36H0510 a3X4 oar)i -6X10
D E F G H I J
II1.5X3 aa3X10a H0510 az3X10 a4X4 t=H0510 a3X10 1111.SX3
a4X6(C6)
SFftj PIATE RED. SEAT PIA'E RE0.
�- 41'4^
i 444^
i 82#i i 82#i i 82# i 82# i 82ij i 820i i 824i i 820i i
t97# 82# 82# 82# 82# 82# 82# 82# 191#
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4,43It
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP 240011-2.0E
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP 2400f-2.0E
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
:Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" D.C.
Bot Chord: 1 Row @12.00" D.C.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 112" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 61 plf at 0.00 to 61 plf at 6.50
TC: From 31 plf at 6.50 to 31 plf at 37.83
TC: From 61 pif at 37.83 to 61 plf at 44.33
BC: From 20 plf at 0.00 to 20 plf at 6.53
BC: From 10 plf at 6.53 to 10 plf at 37.80
BC: From 20 pif at 37.80 to 20 plf at 44.33
TC: 207lb Cone. Load at 6.53,37.80
TC: 122 lb Cone. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
BC: 191 lb Conc. Load at 6.53,37.80
BC: 82 lb Conc. Load at 8.56,10.56,12.56,14.56
16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77
31.77,33.77,35.77
Wind
Wind loads and reactions based on MWFRS.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection In loc L/defl L#1
VERT(LL): -0.895.E 546 361
F,q-RT(CL): 1.462 E 334 24,
HORZ(LL):-0.115 C - -
HORZ(TL): 0.187' C -
Creep Factor: 2.0
Max TC CSI: 0.802
Max BC CSI: 0.988
Max Web CSI: 0.395
Wgt: 467.6 Ibs
VIEW Ver: 19.01.00A.0618.16
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in cc) Start(ft) End(ft)
TC 24 6.50 37.83
BC 76 0.00 44.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
LER^), GENERAL TERMS and CONDITIONS CUSTOMER ('BUY
he Speualty Engineer reference sheet before use. Unless otherwise:
ing (i.e. Specialty Engineer), the seal on any Too represents an seae
-1. The design assumptions, loading conditions, suitability and use of
In the context of the IRC, the IBC, local building code and TPI4. The
sponsibili y of the Building Designer and Coshocton, All notes set eut
idsBCAarereferenmdforgenemiguidanm. TPI-ldefinestheree
a contest agreed upon In writing by all parties Involved. The Special
s defined In TPI-L
WnnnI Nn wr.n--I.. or P-1 RmfTn.-
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
U 3092 /- /- /- 12084 /-
V 3092 /- /- /- 12084 /-
Wind reactions based on MWFRS
U Brg Width =8.0 Min Req=1.5
V Brg Width = 8.0 Min Req = 1.5
Bearings U & V are a rigid surface.
Bearings U & V require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1274 -1895 G - H 4843 -7091
B - C 2101 -3042 H -1 4843 -7091
C - D 3953 -5776 I - J 3946 -5767
D - E 4844 -7085 J - K 2102 -3044
E - F 4844 -7085 K - L 1274 -1896
F - G 4644 -7085
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
U - T
2840 -1961
P - O
5872 -4036
A - U
1838 -1229
O - N
5872 -4036
T - S
2827 -199
N - M
2829 -1945
S - R
5879 -4040
M - K
2941 -1962
R'- Q
5879 -4040
K - L
1839 -1229
Q - P
7128 -4885
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
C-T
264 -206
G-P
305
-276
C-S
3124-2123
P-1
1299
-857
S - D
636 -761
I - N
645
-775
D-0
1281 .852
N-J
3112
-2117
E - Q
303 .272
M - J
261
-202
Q-G 43 -49
Manuel Madiner, P.E.
#047182
4620 PadMew Or
St Cloud, FL 34771
AHHS3B I B01 I SPEC1
ype 13 1y I e�7Gf�ULe
3381
Loading Criteria (son
TOLL: 20.00
TOOL: 10.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
i
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 25.00 it
TCOL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 8
Lac. from endwall: not In 9.00
GCpi: 0.18
Wind Duration: 1.60
Tap chord 2x8 SP 24OOt-1.8E :T2 2x4 SP
24001-2.0E:
Bot chord 2x4 SP 2400F2.0E :132 2x6 SP
2400f-2.OE:
Webs 2x4 SP #3 :W4 2x8 SP 2400f-1.8E:
:W7 2x6 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750-
Purllns
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(Tt)
TO 0 7.19 10.52
BC 75 0.00 6.98
BC 67 10.52 16.08
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
7,1 16716 �
hs.P1 aT m
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
"WARNING" Please thorounhly reel" the-A-1
GENERAL TERMS and
1'�
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.269 E 629 361
I$IERT(CL): 0.700 E 241 241
HORZ(LL): 0.119 L - -
HORZ(TL): 0.310 L - -
Creep Factor. 2.0
Max TC CSI: 0.661
Max BC CSI: 0.267
Max Web CSI: 0.418
Wgt: 113.4 Ibs
VIEW Ver. 19.01.00A.0618.16
T
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh l Rw / U I RL
A 811 A /- 1428 1262 /281
J 857 /- A 1291 1299 A
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
J Brit Width = 8.0 Min Req = 8.0
Bearings A & J are a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E - F 4265 -4427 D - E 95 -579
A - B 277 -449 F - G 484 -1159
B - C 348 -958 G - H 490 -1140
C-D 380 -959 H-1 65 -70
Maximum Bat Chord Forces Per Ply (Ibs) .
Chords Tens.Comp. Chords Tens. Comp.
A-N 85B -604 F-L 1380 -738
N-M 799 -500 L-K 1382 -745
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
A - B
752 -1244
L - H
231
-187
C-N
193 -114
H-K
813
-1494
N-D
73 -131
K-J
458
-856
D-M
825-1307
K-1
106
-63
M-E
1185 -719
eis olhenMss defined by a
All aoilal'ved temp are es
suitability and use of this Tress for any Bulldia"s the Manuel Mennen, P.E.
code and TPI-1. The approval of the TOO and any laid 4047102
lads. Allnolessetoutlntha TDDandthepmclicesand 4620 Pew Or
TPI-i defines the responslblldles and duties of the Truss St Cloud,R. 34T7f
immlved. The Spotlally Engineer is NOT the
Job
AHHS3B
Truss Truss Type City Ply/12/1212020 2664
B02 I HIPM 1 1
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Fts
SEAT PLATE RED.
)-- 1'6'j
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP:C KzL•NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
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 #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
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 14.50 16.17
BC 75 0.00 16.17
Apply pudins loan chords above or below fillers
at 24' OC unless shown otherwise above.
Code I WED Criteria
Code: FBC 2017 RES
TPI Bid: 2014
Rep Factors Used: Yes
FT/RT:10(0y10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
—WARNING" Please thorauohiv nevlew the -A-1
14'6• i1'8• —{
16'2•
asSX6 11.5X3
D E
t
1
SEAT PLATE RED.
14'8
DefiICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L#1
Gravity Non -Gravity
VERT(LL): 0.058 C 999 360
Loc R+ I R- /Rh / Rw / U / RL
H 737 A A /454 1262 /253
VERT(CL): 0.118 C 999 240
HORZ(LL):-0.027 B - -
1 578 /- 1- /313 1272 !-
HORZ(fL): 0.055 B - -
Wind reactions based on MWFRS
Creep Factor. 2.0
H Brg Width = 8.0 Min Req = 1.5
Max TCCSI: 0.791
1 Brg Width =8.0 Min Req=1.5
Max BC CSI: 0.667
Bearings H & I are a rigid surface.
Max Web CSI: 0.762
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 86.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
A-B 85 -388 C-D 55B -962
B-C 431 -955 D-E 0 0
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Corp.
H-G 868 -631 G-F 155 -145
A-H 408 -53
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - B 769 -1025 D - F 448 -480
C-G 431 -361 E-F 60 -50
G - D 848 -561
GENERAL TERMS and CONDITIONS CUSTOMER P'BUYER°1 ACKNOWLEDGMENT" romt.
All mpitafzM terms are as defned in 1`13I-1.
1,h—f—knMJMMao. t.0 nn easel nfAl RnnfTes—
Manuel Martinez, P.E.
4047182
4620 PAView Or
St Cloud, R. 34771
Job Truss Truss Type Qty Ply U2/12/2U2D
AHHS3B I S03 I HIPM I 1 2668
aa5
SEAT PLATE REQ.
F_ 1,6„ j
Loading Criteria(ps0
Wind Criteria
TOLL: 20.00
Will ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: It
EXP: C Kzt NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 6.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: hl2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpl: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purling
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.50 16.17
BC 75 0.00 16.17
Apply puffins to any chords above or below fillers
at 24' OC unless shown otherwise above.
12'6'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0v10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
-WARNING -
Too to be valld. As a Truss
iIs Truss deolded on the TDD
In rue
3W
oa5X6 1111.5X4
D E
SEAT PLATE REQ.
14'8"
I
1
Deft/CSI Criteria
PP Deflection in too L/defl L#f
VERT(LL): 0.054 C 999 360
VERT(CL): 0.108 C 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw ! U / RL
H 737 /- /- 1454 /274 /218
HORZ(LL):-0.024 B - -
1 578 /- !- 1307 /288 /-
HORZ(TL): 0.050 B - -
Wind reactions based on MWFRS
Creep Factor: 2.0
H Big Width = 8.0 Min Req = 1.5
Max TC CSI: 0.613
1 Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.826
Bearings H & I are a rigid surface.
Max Web CSI: 0.391
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wg1: 81.9 Ibs
Chords Tens.Comp. Chords Tens. Camp.
VIEW Ver. 19.01.00A.0618.16
A-B 115 -337 C-D 597 -985
B- C 496 .988 D- E 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H-G 898 -658 G-F 336 -312
A-H 357 -79
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
H - B
757 -1076
D - F 474 - 510
C-G
349 -.252
E-F 133 -112
G-D
672 -393
dER ("BUYER") ACKNOWLEDGMENT" toms.
otherwise stated oa the TDD, only Alpine
ants an acceprence of to pmfesslond englneedn
y and ues cfthis Truss for any Building is the
Manuel Madlne P.E.
TPI.1. The eppmval of the TOO and any field
#047182
,at.. set out in the TDD and the practices and
4620 ParkView or
finds the responalbllltles and dutles of the Truss
St Cloud, FL 34771
The Soodalty Engineer is NOT the
a or Truss System Engineer of any bullding. All CepllellttO (emis are es der�eee In lYl-1.
A-1 Rnnr I.--RnnrMortim of Ml dro manl.ln vnv lnim: k nmhsAM wiNuvuuw..n mren uvim of Ml RmrTn.
Joe -I mss I ruse I ype Illy Ply 02/12/2020
AHHS3B B04 HIPM 1 1
3384
Loading Criteria (Pei)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REQ.
f'-- 1.6" ^j—
Wind Criteria
Wind'Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean. Height: 25.00 fit
TCDL: 5.0 psf
BCDL: 5.0 psf
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 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use pudlns
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.50 16.17
BC 75 0.00 16.17
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1016" 5'8" —i
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
to
16'2"
=5X6 1113X4(R)
D E
SEAT PLATE REQ.
14'8"
DeBICSI Criteria
PP Deflection in loc L/de8 LI#
VERT(LL): -0.040 C 999 36
VERT(CL): 0.064 C 999 24
HORZ(LL):•0.008 F - -
HORZ(TL): 0.014 B - -
Creep Factor. 2.0
Max TC CSI: 0,423
Max BC CSI: 0.710
Max Web CSI: 0.404
I I Wgt: 84.7 lbs
VIEW Ver. 19.01.00A.0618.16
TERMS and CONI
eerieferenmsheet
inaineerl. Me seal i
on
i
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 737 /- /• /452 /434 1258
I 578 !- /- /302 /414 /-
Wind reactions based on MWFRS
H Brig Width =8.0 Min Req=1.5
I Erg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Cbmp.
A-B 85 -426 C-D 414 -695
B-C 619 -8B6 D-E 452 -617
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H-G 804 -722 G-F 10 -9
A-H 437 -59
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
H - B
943 -983
G - E 721 -527
C - G
294 -192
E - F 454 - 537
D - G
289 -177
Ne
Mb1 RmfTn—
Manuel MaNnez, P.E.
#047182
4620 ParkVew Or
St Cbud, FL 34771
Job Truss Truss Type Qty Ply 02/12/2020
AHHS3B I B05 I HIPM 11 11 I 2ss3
M
354g late 191 1a
� 8'6'6 �2'0'6 72 1T4
SEATPUTE REO.
Loading Criteria (pall,
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 list
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
Lumber
Top chord 2x4 SP 2400f-2.0E :T2 2x4 SP 42:
Bot chord 2x4 SP 24001-2.0E :132 2x4 SP M-30:
Webs 2x4 SP #3
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Special Loads
-(Lumber Dur.Fac =1.25I Plate Dur.Fac=1.25)
TC: From 61 plf at 0.00 to
61 pit at
8.50
TC: From 31 pIf at 8.50 to
31 pif at
16.17
BC: From 20 pit at 0.00 to
20 pit at
8.65
BC: From 10 pit at 8.65 to
10 pit at
16.17
TC: 354lb Cone. Load at 8.53
TC: 181 lb Conc. Load at 10.56,12.56,14.56
BC: 422 lb Conc. Load at 8.53
BC: 122 lb Conc. Load at 10.56,12.56,14.56
Puffins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 8.50 16.17
BC 69 0.00 16.17
Apply puffins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(Op10(10)
Plate Type(s):
WAVE
SEAT PUTE RED.
121 12J
122p
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too Udell L#/
Gravity Non -Gravity
VERT(LL): -0.113 C 999 360
Loc R+ I R- / Rh l Rw I U l RL
1 1294 /- I- /- /924 /-
�ILRT(CL): 0.191 H 112 240
HORZ(LL): 0.060 B - -
J 1394 /- /- /- /1002 /-
HORZ(TL): 0.126 B - -
Wind reactions based on MWFRS
Creep Factor. 2.0
1 Burg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.705
J Brg Width = 8.0 Min Req = 1.6
Max BC CSI: 0.966
Bearings I & J are a rigid surface.
Bearings I & J require a seat plate.
Max Web CSI: 0.755
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 81.9 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
A-B 187 -592 C-D 1157 -1597
B-C 1594-2145 D-E 1157 -1597
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chards Tens. Comp.
I - H 1960 -1434 H - G 1983 -1439
A-1 688 -177 G-F 10 -7
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Camp.
I-B
1525-1764
D-G
625 -573
C - H
450 -94
G - E
1982 -1436
C - G
352 -482
E - F
1009 -1318
ntlling, storage, installagon and
1ponent Safety Inforal (BS
and Truss Manufacturer. unles.
TPI-'L The design assumptions; loading mndillons,aultebility and use of �hla Trass-far any Bullding is the
Manuel Melgnez P.E.
sr, In the rune l of the IRC, the use, local building code and TPI.1. The eppreval of the Too and any field
p ""12
i responsibility ofthe Building Designer and Contractor. Ninotessetouththe TOOandthepreotices and
4620 Pedum Dr
I and SBCA are referenced for general guidance. TPI-1 defines the responsiblilles and tlu6es al the Truss
St Doud, FL 34771
by a contract agreed upon In vn ing by all parties involved. The Sp elally Engineer is NOT the
e as definedin TPI-1.
M... 1Mw _..-M 11FMTr_
Job IRISS TMSS Type Oty I Ply 02/12/2020
AHHS3B B06 HIPM 1 1 2619
3�s
�-- 2'6"
14'4"
SEAT PLATE REQ. SEAT PLATE REQ.
�— 1'6" j 20'8'
Loading Criteria trip'
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzb NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psi
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to IT
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpI: 0.18
Wind Duration: 1.60
Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2:
:T3 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.OE :B2 2x6 SP #2:
Webs 2x4 SP #3
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
TIC 24 14.33 22.17
BC 120 0.00 22.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
22'2"
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L/#
Gravity Non -Gravity
VERT(LL): -0.102 1 210 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.171 D 999 240
J 1153 A /- 1745 /563 1298
HORZ(LL): 0.048 C - -
K 815 A /- /423 /444 /-
HORZ(TL): 0.067 C - -
Wind reactions based on MWFRS
Creep Factor: 2.0
J Brg Width = 8.0 Min Req = 1.5
Max TIC CSI: 0.697
K Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0'531
Bearings J & K are a rigid surface.
Max Web CSI: 0.978
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 127.4 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
B-C 88 -667 D-E 494 -1004
A-B 52 0 E-F 512 -978
C-D 625-1452 F-G 565 -893
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J-B 757 -102 I-H 0 0
J -1 1330 -976
use.
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
B - C
1212 -1169
I - G
1048
-663
D -1
423 -457
G - H
560
-746
F-I
408 -244
Pow.
In the
—ic -of 11 RrcATn—.
Manuel MarOne; P.E.
t 047182
4620 PadNew Or
St Gaud, R 34771
Job I Truss Truss Type City I Ply 02/12/2020
AHHS3B IB07 IHIPM 1 1
2626
• 12'6° -1 918" 1
3�5
SEAT PLATE RED.
_SX6 =3X4 1111.5X4
D E F
L
SEAT PLATE RED.
1
Loading Criteria (psp Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7.10
Code: FBC 2017 RES
PP Deflection in lac L/defl
L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.084 C 999
360 Loc R+ / R- / Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.168 C 999
240 K 978 /- /- /581 /374 /218
BCDL: 10.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.030 B -
- L 823 /- !- 1430 /479 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.060 B -
- Wind reactions based on IvWFRS
Des Ld: 40.00 Mean Height: 25.00 It
WAVE
Creep Factor. 20.
K Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.810
L Erg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0. psf
Max BC CSI: 0.966
Bearings K & L are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist h/2 to h
Bearings K & L require a seat plate.
C&C Dist a: 3.00 It
Max Web CSI: 0.73E
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not In 9.00
Wgt: 114.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
A-B 23 -282 D-E 714 -1064
Lumber
B-C 837-1430 E-F 0 0
C - D 682 -1168
Top chord 2x4 SP #2
Bot chord 2x4 SP 42 :132 2x4 SP M-30:
'
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.760'
Chords Tens.Comp. Chords Tens. Comp.
Purlins
K-J 1303 .963 I-H 1303 -957
A- K 290 -3 H - G 720 -542
In lieu of structural panels or rigid ceiling use Purling;
J -1 1303 -967
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.50 22.17
Maximum Web Forces Per Ply (Ibs)
BC 87 0.00 22.17
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24° OC unless shown otherwise above.
K - B 1013 -1342 H - E 473 -231
J-C 105 -4 E-G 718 -954
Wind
C-H 265 -257 F-G 139 -120
Wind loads based on MWFRS with additional C&C member design.
D - H 172 -5
Right end vertical not exposed to wind pressure
L
"WARNING" Please thoroughly review the -A-1i
Verify design paremeters and read notes on this Truss Oe:
mnnectm slates shall be used for the TOO to be valid. As
is, loading conditions, suitability and use of this Truss for any Building is the Manuel Manna; P.E.
to 13G, looel building soda and TPI-1. The approval of the TDD and any field 404118E
Designer and Contractor. All notes set out in the TDD and the preaskasand 4620 ParkVin Or
rgenerelguidance. TPI-1 terms the responsibilities and duN of Oe Tense St Cloud, FL 34771
strung by all parties Involved.. The Slmdelty Engineer Is NOT the
Job Truss
AHHS3B I B08
Truss Type City Ply
HIPM 11 11
02/12/2020
2630
3Ki
r 10'6"
SEAT PLATE REQ.
�- 1'6" i- 20'8"
22'2"
11'8"
1111.5X4
SEAT PLATE REQ.
T
N
W
M
1
Loading Criteria (pen Wind Criteria
Code / Misc Criteria
Def11CSl Criteria
A 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): -0.079 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.138 J 999 240
K 978 A /- /578 /603 1258
BCDL: 10.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.018 G - -
L 823 /- /- /426 1569 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.030 G - -
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
K Erg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.735
L Brig Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.955
Bearings K & L are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Bearings K 8 L require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.705
Loc. from endwalnot in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 116.91hs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
A-B 36'-357 D-E 731 -1040
Lumber
B-C 977 -1395 E-F 731 -1040
Top chord 2x4 SP #2
C - D 839 -1313
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Bot Chord. Forces Per Ply (Ibs)
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
-
Chords Tens.Comp: Chards Tens. Comp.
Purllns
K-J 1262-1045 I-H 1214 -858
In lieu of structural panels or rigid ceiling use purlins
A- K 360 -7 H - G 11 -8
to laterally brace chords as follows:
J - 1 1214 - 858
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 10.50 22.17
Maximum Web Forces Per Ply (Ibs)
BC 67 0.00 22.17
Webs Tens.Comp. Webs Tens. Comp.
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise, above.
K - B 1193 -1405 E - H 426 -395
C-J 209 -52 H-F 1203 -847
Wind
D-J 265 0 F-G 593 -772
Wind loads based on MWFRS with additional C&C member design.
D - H 160 -204
Right end vertical not exposed to wind pressure.
'lease thoroughly review the -A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYEW) ACKNOWLEDGMENT" fore.
sre and read notes on this Truss Design Drevnng (TDO) and the Speosiy Engineer reference sheet before use. Unless otherwise stated on the TOD. only Alpine
be used for the TDD to be valid. As a Truss Design Engineering (i.e. Spes al y Engineer), the seal on any Too represents an acceptance of the professional engineed
Manuel Mardnaz, P.E.
# D47182
4626 ParkView Or
St Gaud, FL 34771
In TPI-1.
..n mrmlulm nr 11 RnnfTva[na.
Job Truss Truss Type City Ply 02/12/2020 2645
AHHS3B IB09 IHIPM I1 1
ali
174gb 181N 181k+ 1819 1810 181# 181
1 2' -� 2'-1- T--f- T-I- 2'-'I-2' 4"21
i- 8'S' i 13-V
SEAT PLATE RED.
85x8 li
2Y2'
298'
SEAT PLATE RED,
T
1
30M22H
122N 12N 122N 1224
122p 122p
Loading Criteria (pap Wind Criteria
Code / Misc Criteria
DefllCSI 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): -0.221 C 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C a(rRT(CL): 0.338 1 723
240 J 1838 /- /- /- 11315 P
BCDL: 10.00 Risk Category: ll
FT/RT:10(0)I10(10)
HORZ(LL)i 0.059 B -
- K 1998 /- /- /- /1421 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.102 B -
- Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.
J Br Width = 8.0 Min Re 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0
K Bag Width = 8.0 Min Req = 1.7
Load Duration: 1.25 BCDL: 5.0 psf
Bearings J & K are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
.980
9
Max BC CSI: 080
Bearings J & K require a seat plate.
C&C Dist a: 3.00 it
Max Web CSI: 0.876
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 4.50
Wgt: 119.0 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16 A -B 1296-2077 C-D Z92 -3624
Lumber
B-C 2571 -3531 D-E 2592 -3624
Top chord 2x4 SP 2400f-2.OE
Bot chord 2x6 SP 2400r-2.0E
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3:W3 2x4 SP #2:
Chords Tens.Coni Chords Tens. Comp.
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
J -1 3288 -2383 H - G 3303 -2379
Bracing
A-J 2011 -1240 G-F 32 -29
I - H 3303 -2379
(a) Continuous lateral restraint equally spaced on member.
Special Loads
Maximum Web Forces Per Ply (Ibs)
-(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25)
Webs Tens.Comp. Webs Tens. Comp.
TC: From 61 plf at 0.00 to 61 plf at 8.50
C -1 298 0 G - E 3880 -2768
TC: From 31 plf at 8.50 to 31 plf at 22.17
C-G 407 -230 E-F 1417 -1795
BC: From 20 plf at 0.00 to 20 plf at 8.50
D - G 1108 -982
BC: From 10 plf at 8.50 to 10 plf at 22.17
TC: 174 lb Cone. Load at 8.50
TC: 181 Ito Conc. Load at 9.15,11.15,13.15,15.15
17.15,19.15,21.15
BC: 3001b Conc. Load at 8.50
BC: 122 lb Conc. Load at 9.15,11.15.13.15,15.15
17.15,19.15,21.15
Puffins
In lieu of structural panels or rigid ceiling use puffin
to laterally brace chards as follows:
Chord Spacing(if oc) Start(ft) End(ft)
TC 24 8.50 22.17
BC 68 0.00 22.17
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
"WARNING" Please thoroughly review the 'A-IROOF TRUSSES Q'SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT" are.
'atlfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
effector plates shall be used for the TDD to be valid As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance allow professional engineenn
tspenslbiliry for the design of the single Tmss depleted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Manuel M8lAfez, P.E.
lsponsibiliry of the Owner, Me Owners eu0odzetl agent orOe Building Designer, In the contend of the lRC, the IBC, local building cow and TPI-I. TM1e approval of the TDD end any geld
pOd7182
se of the Truss, including handling, storage, Installation and bracing shall be the responsiblify of Me Building Designer and Contri All notes set out In the TDD and the practices and
1121 ParIMew Dr
uldelines of Me Building Component Safety lnfm pretion(BSCI)putiched by TPI and SECA are referenced for general guidance. TPIA defines Me resppnsibllities and dutiaz of the Thus.
St Goud, FL 34771
resigner, Specialty Engineer and Truss Manufacturer, unless otherwise defined bya contract agreed upon In acting by all parties involved. The Spedalty Engineer Is NOT the
uilding Designer or Truss System Engineer of any building. All captalized terms areas defined in TPI-1.
m.dnM02mfi A-1 Rmt Tmxue-Ranh„N,m nllM1le NramaaLln arefnmr. k n,MrM1Xnf WlYsurt nrnwMlan rn,mlxvuvr MAd RmlTnavnx.
Job Truss
AHHS38 CA
Truss Type
JACK
City
�y 02/12/2020
2466
Loading Criteria (p4
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL:.5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purllns
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 8 0.36 1.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
12
4 F,�
B
2M(A1) A
C
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
""` BEARING ANALOG MODIFIEDI
"WARNING"
�-- 1 r —es{
DeBICSI Criteria
PP Defiectlon In loc L/defi L14
VERT(LL): 0.000 - - 360
VERT(CL): 0.000 - - 240
HORZ(LL): 0.000 - -
HORZ(TL):0.000 - - -
Creep Factor: 2.0
Max TC CSI: 0.019
Max BC CSI: 0.007
Max Web CSI: 0.000
Wgt: 4.2 lbs
VIEW Ver. 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 35 /- /46 125 /32 /26
C 21 /- AS Ill /6 /39
Wind reactions based on MWFRS
B Brg Width = 1.5
C Brg Width = 1.5
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 55 -117
Maximum-Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 140 -49
review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
on he Truss Design Downs (OD) and Me Specially Engineer reference sheet before use. Unless otherwise stated an the TOD, only Alpine
D to be valid. A r a Truss Design Engineering (i.e. Specialty Engineer), Ilse seal on any TDD represents an eaepWnre of Me profarmlonel engineer
Manuel Marine; P.E.
#04r182
4620 ParkUew Or
St Cloud, FL 34771
Truss Manufacturer, unless othemil defined bye Con rset agreed upon in writing by all pad
Engineer of eny building. All rapissized terms ere es defined in TPI-1.
ianrMurlimnfhVRMnimaM. Innnvfmm.mnmhihitndw1Athnun nmrmium MA.II fTnix
Job
AHHS3B
CJ3
Truss Type Qty Ply
JACK 18 11
02/12/2020
2469
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
Wind Criteria
Wind Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from Birdwell: Any
GCpi: 0.18
Wind Duration: 1.60
12
4 F� C
III1.5M(• B T
HB 11"4
Ll
1
F ED
SEAT PLATE REQ.
1'6" --{
2'0"12 --1 11"4 —�
1 3'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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)
BC 36 0.00 3.00
Apply puffins 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 thoroughly review Me "A-1
reriN desion oeameters and read notes on Nis Truss Di
F7
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.019 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
F 389 /- !- /321 /208 173
VERT(CL): 0.037 E 661 240
HORZ(LL):-0.006 C - -
D - /-79 /- /59 185 /-
HORZ(TL): 0.013 C - -
C - /-85 /- /41 175 1-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.193
F Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.157
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.073
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Wgt: 11.9 lbs
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
IChords Tens.Comp. Chords Tens. Comp.
A-B 75 -179 B-C 19 -40
y Engineer), the seal on an,
s nne,t ons, leading cendit
Me IRO, the IBC,[... buil,
a Building Designer and Co
arenced forgeneal guldano
id upon In writing by all par[
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 207 -43 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 478 -237
sultabl11ty and use of Nis Truss for any Building la the Manuel Martine; P.E.
codeend TPI-1. Theapprovalofthe TDDand any geld g047182
dor. All notes set out in the Too and the paidices and 4620 ParWew or
TPI-1 defines the responsiblldes and duties of the Truss St Cloud, FL 34771
Involved. The Specialty Engineer is NOT the
Job
AHHS3B
Truss
CJ5
Truss Type City Ply 02112121120
JACK 18 11
2472
Loading Criteria (pan
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
3
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 6.0 psf
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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purling
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 60 0.00 5.00
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
12 C
SEAT PLATE REQ.
1'6" ---
I— 5'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
shall be Used for the Too to be valid,
the design of the single Truss depicte
GENERAL TERMS and
DeB/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.040 B 962 361
VERT(CL): 0.032 B 999 241
HORZ(LL):-0.026 B - -
HORZ(TL): 0.029 B -
Creep Factor: 2.0
Max TC CSI: 0.374
Max BC CSI: 0.182
Max Web CSI: 0.136
Wgt: 21.7 Ibs
VIEW Ver. 19.01.00A.0618.
rn
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
LOG R+ /R- /Rh /Rw I /RL
E 316 /- /- 1233 1148 /122
D 52 /- /- 128 /- /-
C 76 /- /- 125 /100 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Big Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 381 -600 B-C 24 -65
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 637 -335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E-B U9 -411
form.
Ia Truss for any Building is the Manuel Marine; P.E.
iprovalafthe TODendenyfeltl p047132
to Too and the practices and 4320 ParkVew Dr
irobilities and duties of the Truss St Cloud,FL 34771
Engineer is NOT the
In VIA.
.n no-1.1 IAA FIWTn KV<.
Uty ply
AHHS3B I CJ7 I JACKype 1 4 11 I oz lzrzaza
2633
Loading Criteria fart
TOLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 fit
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 42
Bot chord 2x4 SP #2
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
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)
BC 75 0.00 7.00
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
SEAT PLATE REQ.
1'6"
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly reNewthe-A-1 ROOF TRUSSES ("SELLER). GENERAL TERMS am
verify design parameters and read notes on We Truss Design Drowng (TOD) and the Spedaly Engineer odd anu
7'
De0/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.121 B 516 361
VERT(CL): 0.115 B 545 241
HORZ(LL):-0.084 B - -
HORZ(TL): 0.094 B - -
Creep Factor. 2.0
Mal 0.548
Max BC CSI: 0.404
Max Web CSI: 0.175
Wgt: 27.3 Ibs
VIEW Ver. 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ IR- IRh /Rw /U /RL
E 381 I- I- /264 1188 /172
D 92 A /- /50 A A
C 137 A /- /52 /163 (-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width =1.5 Min Req = -
Bearng E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 475 -745 B-C 43 -95
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chards Tens. Comp.
E- D 0 0 A- E 773 -429
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E-B 712 -529
mulactui on]. othenMee defined by a
of anv bulldiin. An raoitansed lamas are es
suitability and use of this Truss for any Building is the Manuel Manna; P.E.
codeand TPI-1. Theappromidthe TDDandenyfield 4047182
rear. All notes set out In the TOD and the pracdices and 4620 PankVew or
TPI-1 defines the responsibilhes and duties oilhe Truss St Cloud, FL 34771
Involved. The Spatially Engineer is NOT the
Job Truss Truss Type Cry Ply 02/1212020 2480
AHHS3B I HJ5 HIP 2 1
Hi
70#y-- y -981t 152#
-1'5'8 --- 2715 -y^ 2715 - t TO'3 -i
12
SEAT PLATE REQ.
y } y
75#
42# 104#
Loading Criteria (poll
Wind Criteria
Code I Mist: 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: Varies by
BCDL: 10.00
Risk Category: II
FT/RT:10(Ov10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 40.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C8C Dist a: 3.00 It
Loc. from endwall: not in 4.50
GCpi: OAS
Wind Duration: 1.60
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.OE
:Ll Wedge 2x6 SP #2:
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Our.Fac =1.25)
TC: From 2 plf at 0.00 to 2 plf at 9.13
Be: From 2 plf at 0.00 to 2 plf at 9.13
TC: 70 Ib Conc. Load at 1.46
TC: -38 lb Conc. Load at 4.29
TC: 152 lb Conc. Load at 7.12
Be: 42 lb Conc. Load at 1.46
Be: -75 lb Conc. Load at 4.29
Be: 104 lb Conc. Load at 7.12
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)
Be 75 0.00 9.13
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
-A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and
Defl/CSI Criteria
PP Deflection in loc Udell L#t
VERT(LL): -0.042 C 999 36(
4'8RT(CL): -0.045 C 999 24(
HORZ(LL):-0.056 C - -
HORZ(TL): 0.058 C - -
Creep Factor. 2.0
Max TC CSI: 0.318
Max Be CSI: 0.289
Max Web CSI: 0.000
Wgt: 32.2 Ids
VIEW Ver. 19.01.00A.0618.16
B
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ IR- !Rh /Rw I IRL
A 382 A A /- 1358 /-
C 109 1. !- l- 146 /-
B 85 I- !- /- 1153 /-
Wind reactions based on MWFRS
A Big Width = 11.3 Min Req = 1.5
C Big Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Beadng A Is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 42 -35
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
NM1 RW T..
sulteblliry antl use of this Tmss for arty 9ullEing is Ne Manuel Modne; P.E.
ad. and WI-1. The approval of the Too and any field #047182
dor. Al notes sat out in to TOO and the practices and 4620 ParkVm Or
TPI-1defnes the reeponslbllltles and duties of the Tmss St Cloud, FL 34771
Involved. The Spedalty Englaeer is NOT to
Job Truss
AHHS38 I HJ8
Truss type
HIP_
I IFly I u2/122uZu
2639
7Dpy } 152#3#y
1-1'S'8-1--2-9.15 S�j�-2'9'15-t Z9'15 2:1-2o"3 {
SEAT PLATE REQ.
{^ 2'0'11 ---1
1
1841
424 -75#1
1044
Loading Criteria (psf)
Wind Criteria
Code I Misc Criteria
Defli 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): -0.046 C 999
360
Loc R+ / R- / Rh / Rw / U / RL
G 451 1- A 1- 1478 A
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld C
FART(CL): 0.054 C 999
240
BCDL: 10.00
Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.010 B -
•
E 300 A /- /- 1216 A
EXP: C Kzk.NA
Plate Type(s):
HORZ(TL): 0.019 B -
-
D 174 A A /- 1185 /-
Des Ld: 40.00
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: 0.9
G Brg Width = 11.3 Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.985
E Brg Width = 1.5 Min Req = -
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
D Erg Width = 1.5 Min Req = -
C&C Dist a: 3.00 it
Max Web CSI: 0.311
Bearing G is a rigid surface. -
Loc. from endwall: not in 4.50
Wgt: 51.8 lbs
Bearing G requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 132 -214 C-D 75 -60
Top chord 2x4 SP #2
B - C 720 -482
Bot chord 2x4 SP M-30
Webs 2x4'SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 3.889'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
G - F 465 -712 F • E 0 0
_(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
20
A - G 204 -120
TC: From 2 plf at 0.00 to 2 plf at 11.96
BC: From 2 plf at 0.00 to 2 pif at 11.96
TC: 70 lb Cone. Load at 1.46
Maximum Web Forces Per Ply (Ibs)
TC: -38 lb Cone. Load at 4.29
Webs Tens.Comp. Webs Tens. Comp.
TC: 152 lb Conc. Load at 7.12
TC: 273 lb Conc. Load at 9.94
G - B 644 -280 C - F 743 -485
BC: 42lb Conc. Load at 1.46
BC: -751b Conc. Load at 4.29
BC: 104lb Conc. Load at 7.12
BC: 184lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purtns
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
SC 94 0.00 11.96
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" Pleese lNoroughly review the "A-1 ROOF TRUSSES
any, design parameters and reatl notes on this Truss Design Dravnng (ME
tone.
Me seal on any TDD represents an acceptance of Me prolesslpnal engineedn
loading condldons, suitability and use of are Truss for any Building is the Manuel Marbled, P.E.
IBC, local building code and TPl-1. The approval ofthe TDD and eny0e1d #047182
slgnerand Contactor. All notes sateen In the TDD and the pensions and 4620 ParkView Or
eneal guldr nce_ TPI4 defines Me responsibilities and dares of the Truss St Cloud, FL 34771
MA-1 II..
aoo
AHHS3B
Loading Criteria (pan
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I mss
J7
Imss type
EJAC
ury
17
Yly
1
U2/12/2U20
C
3
' SEAT PLATE REQ.
I� 1116" --I
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
BC 75 0.00 6.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Me
Code I Misc Criteria
DeftICSI Criteria
Code: FBC 2017 RES
PP Deflection In loc L/defl L/#
TPI Std: 2014
VERT(LL):.0.096 B 589 361
Rep Factors Used: Yes
VERT(CL): 0.087 B 647 241
FT/RT:10(0)/10(10)
HORZ(LL):-0.066 B - -
Plate Type(s):
HORZ(TL): 0.074 B - -
WAVE
Creep Factor: 2.0
Max TC CSI: 0.475
Max BC CSI: 0.351
Max Web CSI: 0.165
Wgt: 25.9 Ibs
VIEW Ver. 19.01.00A.0618.16
Wind
Wind loads based on MWFRS with additional C&C member design.
2475
T
to
r
(V
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 364 /- /- 1255 /177 /159
D 82 /- /- 145 A /-
C 122 /- /- /45 /147 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E Is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 449 -709 B-C 38 -88
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 739 -403
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E -B 679 -497
TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT farm.
ser reference sheet before use. Unless othensee stated on the MD. only Alpine
:nalneerl. the seal on anv TOO moraaents an acceotanr of the re fasslonal enolnead
nl A.l Rm Tn—
Manuel Martinez, P.E.
#047182
4620 ParkVew Or
St Cloud, FL 34771
Job
AHHS3B
Truss Truss Type
J8 1 EJAC
City Ply 02/12/2020
11 1
2463
Loading Criteria (pefl
TCLL: 20.00
TCDL: 10.00
BCLL: -0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
as
SEAT PLATE REQ.
1-13"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 lost
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 fit
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.OE
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purllns
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 8.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Ste: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING-
review the "A-1 ROOF
SBCA
C
M
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too Udell L14
Gravity Non -Gravity
VERT(LL): -0.158 B 509 360
Loc R+ / R- / Rh / Rw / U / RL
E 437 /- /- 1292 /220 1209
VERT(CL): 0.164 B 490 240
HORZ(LL):-0.110 B - -
D 122 /- /- /66 /5 /-
HORZ(TL): 0.124 B - -
C 181 /- /- 172 /210 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.363
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.262
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.201
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 32.9 lbs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
A-B 583 -900 B-C 57 -114
and
Maximum Bat Chord Forces. Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 916 -633
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B 855 -657
IUYER") ACKNOWLEDGMENT ' form.
ise stated on the TDD. only Maine
acceptance of the professional eneneenn
s of We Tries for any Building Is the
Manuel Madinez P.E.
The approval of the TDD and anyfield
#047182
t out In the TDD and Me orm antl
4620 ParkUew or
sresponslbllltles and duties of the Tmss
51 Cloud; FL 34771
vor Tmss System
A.1 Rmf TnsV -
mini -In MMt nmf 1,.
Job
AHHS3B
Loading Criteria (ps0
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I russ i mss i ype
J86 I MONO
T6
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb NA
Mean Height: 25.00 It
TCDL: 5.0 psf
BCDL: 5.0 pat
MWFRS Parallel Dist: h/2 to In
C&C.Dist a: 3.00It
Loc. from endwall: not in 9.00
GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Plating Notes
All plates are 2X4(C6) except as noted.
Purlins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stan(ft) End(ft)
BC 75 0.00 8.50
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12
4 p
as 3X4 B
SEAT PLATE REG.
1,6" —j
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
"WARNING" Please
on Nis
ury rly uzn ZIZUZU
1 1
D
C
1111.5X4 F
SEAT PLATE REG.
1'8"g --{
8'6" l
i
1
3445
Deg/CSI Criteria
♦ Maximum Reactions (Ibs), or'-PLF
PP Deflection in IoccL/deft
L/# Gravity Non -Gravity
VERT(LL): -0.041 B
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.052 B
999 240 G 350 /- /- /245 /131 /148
HORZ(LL):-0.028 B
- - H' 56 /- /- 129 /29 /-
HORZ(TL): 0.034 B
- - Wind reactions based on MWFRS
Creep Factor: 2.0
G Erg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.162
H Brg Width = 76.0 Min Req = -
Max BC CSI: 0.097
Bearings G & G are a rigid surface.
Max Web CSI: 0.171
Bearings G & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 35.7 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16 A-B 448 -697 C-D 0 -33
B-C 40 -145
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
G-F 8 -9 F-E 0 0
A - G 722 -400
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G-B 622 -499 C-F 414 -254
CUSTOMER("BUYER') ACKNOWLEDGMENT farm.
e. Unless o tnuutse slated an the TDD, only Npin.
0.p...aa en acceptadoe of Na pmfesslonal engines.*.
suitability and use of this Tmss for any Bunding is the
Manuel Martna P.E.
;odeand TPIA. Theappmval of M.Tooandany0eid
A047162
3or. All setae set out In Me TDD and the practices and
4620 Pa*Mm Dr
TPI-1 defineafie asspansmirues and dunes of the Truss
St Cloud, FL 34771
rvolved. The Specialty Engineer Is NOT Me
an.T..—
JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
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 End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
0
r
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
3ch Corner Jack's
(2) 16d Toe Nails
)) TIC & BC (Typ)
Attach Corner Jack's
w/ (2)_16d Toe Nails @ TIC &
BC (Typ)
w
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVD.
FORT PIERCE. FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1' - 3' MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES R
24' O.C.
2XS DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIND.
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH CASCE 7-98, D2, 05), 159 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED 6' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' D.C.(2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSE
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE I ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL I5 TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
I TRUSS
RTl in
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
12/23/19 PIGGY -BACK TRUSS STDTLO4.1
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLYENCLOSED 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
INFORMATION.)
2'-0"
MAX
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN,) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
CONNECTIONS AT EACH TRUSS.
OPTION NO.3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF 42, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION # 1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24'
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
•` IMPORTANT NOTE "
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (TYP.)
ATTACH 2X4 CONTINUOUS H2
SYP TO THE ROOF W/ TWO
SIMPSON SDS25412 (1/4- X 4.5')
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW =4.5' SDS25412 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'.
5. 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.
BASE TRUSSES
VALLEY TRUSS
(TYPICAL)
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24- O.C. (BASE AND VALLEY)
,MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
�I
GENERAL SPECIFICATIONS:
�. 1. NAIL SIZE=3'X0.731'=100
2. WOOD SCREW = 3' SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
�'. .A.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
_ 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ST.FTRULUCIE BLED. 6. NAILING DONE PER NOS -01.
FORT PIERCE, FL BLVD.
GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
77ERCE,, FL TRUSS, OR GIRDER
TRUSS
SECURE
W/(
VALLEYPRCUABS)III II II II II BASE TRUSSES
CfY
DETAIL A
(NO SHEATHING) N.T.S.
JI�Y� GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL *A*
BELOW (TYP.)
WIND DESIGN PER ASCE 7.98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH =MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS 92
MAX TOP CHORD TOTAL LOAD =50 PSF
SYP TO THE ROOF W/TWO
MAX SPACING =24- D.C.(BASE AND VALLEY)
SIMPSON SDS25300 (1/4-X 3-)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
JULY 17, 2017 I ' , ` (HIr.H WIND VFI n , Ty I ^'" I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494,
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT= 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING =24- O.C. (BASE AND W
SUPPORTING TRUSSES DIRECTLYUN
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED
TOPCHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
HTO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12112 PITCH)
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL . I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' D.C.
VER'
STUC
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVIERACE
92 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF N2
2X4 SP OR
SPF 82L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH ENO.
.ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IDd NAILS
(4) Bd NAILS MINIMUM,
B 3X4= PLYWOOD SHEATHING TO
2X4 ST[ SPF BLOCK
v
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
MINIMUM GRADE OF #2 MATERIAL IN TH AND BOTTOM CHDRDS.
2.
FTOP GABLE ENO TRUSS AND WALL TO
CONNECTION BETWEEN BOTTOM CHORD
12, MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
-
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP p3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0'D.C.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG.
BRACE
S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. IDd AND 16d NAILS ARE 0131'X3D' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-0I-12
BY SPIB/ALSO.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 931 STUD
12'O.C.
3.8-10
5-6-11
6-6-41
11-1-13
2X4SP431STUD
16'0.C.
3-3-10
49-12
6-6-11
940-15
2X4 SP#31STUD
2470.C.
2-8.6
3-11-3
54-12
8.1-2
2X4SP92
1270.C.
3.10-15 1
5&11
6-6-11
11-8-14
2X4 SP#2
1670.C.
3.6-11 1
49-12
6.6-11
10-8-0
2X4 SP#2
2470.C.
3-14 1
3.11-3
6.2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IDd NAILS 6' D.C. WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF k2 OR SP p2.
ROOF
SHEATHING
(2) - IDd
NAILS
TRUSSES ® 24' O.C.
2X6 DIAGONAL BRACE
SPACED 4B' D.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
ROOF HEIGHT= 30 FEET
BORG
19OMPH STUD DESIGN IS
OF LOAD INCREASE: 1.60 CONNECTION 01
FEBRUARY17,2017 I .WITH 2X BRACE ONLY STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER BOY. OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409.1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
I 10d
1 6' O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PUES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2%3 OR 2%4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 1-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
2X6 T-BRACE
2X6 1-BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRACE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
M.—
NOTE 1: 2X6 STRDNGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
Adw.- TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRDNGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772a09-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRDNGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TD TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
VEB WITH (3) - IOd
[0131' X 3')
I, •• •• •• I' �LEl�� all IN
i ..i /i
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRDNGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
TRUSS 2X6 4' -
STRDNGBACK r (TYPICAL
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - IDd NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' DIA.)
= ATTACH TO VERTICAL INSERT SCREW THROUGH
SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
NAILS (0131' X 3') EDGE OF STRDNGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
0' WALL r BLOCKING
SPLICE) (BY OTHERS)� 1 (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH C12) - IDd NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRDNGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRDNGBACK IS NOT ALIGNED WITH AVERTICAL).
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL
STDTLI I
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).
C 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
�- BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST. LUCIE BLVO. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 34M
772-409-1010
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
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
J
.162
108.E
99.6
86.4
84.5
73.8
rj
.12B
74.2
67.9
58.9
57.6
50.3
z
p
.131
75.9
69.5
60.3
59.0
51.1
J
N
.14B
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' OIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 1.15 IDOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TDE-NAIL WITHDRAWAL VALUES
PER NDS 2005 (LB/NAIL)
DIA.
SP
DF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
OZ
J
.135
60
48
33
30
20
U7
(T3
.162
72
56
39
37
25
J
2
.126
54
42
26
27
19
U
Z
Z
OJ
.131
55
43
29
26
19
LU
.146
62
46
34
31
21
J
Ul
J
C4
M
Z
.120
51
39
27
26
17
CO
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
.146
57
44
31
26
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END 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 DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND OOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
3E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
(L
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO.
FORT PIERCE, FL 34946
772-409-1010
l.3 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.
April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772A09-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X8
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
3D
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
29DO
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' 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 ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRE❑ X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNOAMAGED. 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 JOINTSORSPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
I FEBRUARY17,2017 I SCAB APPLIED OVERHANGS I STDTL16 I
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34948
772- 09-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2XS
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF Uld COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SE
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.