HomeMy WebLinkAboutTrussrF M--tT �
Q6oa- 03oq
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.A1 Trus com
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Vo
TRUSS ENGINEERING
BUILDER:
HABITAT SLC
PROJECT.
5703 HICKORY DRIVE
COUNTY:
ST LUCIE
LOT/BLK/MODEL:
5703 HICKORY DRIVE
JOB#:
79251
MASTER#:
AHHS3B
• OPTIONS:
NO OPTIONS
4=
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
RE: Job 79251 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: HABITAT ST. LUCIE COUNTY Project Name: 5703 HICKORY DRIVE
Lot/Block: Model: THREE BEDROOM
Address: 5703 HICKORY DRIVE Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: 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
2/12/20
13
3381
B01
2/12120
25
2633
0J7
2112/20
2
2609
A02
2/12/20
14
2664
B02
2/12120
26
2480
HJ5
2112120
3
2612
A03
2/12/20
15
2668
B03
2/12120
27
2639
HJ8
2112120
4
2615
A04
2/12/20
16
3384
B04
2/12120
28
2475
J7
2112120
5
2525
A05
2/12/20
17
2653
B05
2/12120
29
2463
A
2/12120
6
2521
A06
2/12/20
18
2619
B06
2112/20
30
3457
J813
2112/20
7
2517
A07
2/12/20
19
2626
B07
2112/20
31
STDL01
STD. DETAIL
2/12/20
8
3454
A08
2/12/20
20
2630
B08
2112120
32
STDL02
STD. DETAIL
2/12/20
9
2509
A09
2/12/20
21
2645
B09
2112/20
33
STDL03
STD. DETAIL
2112/20
10
2505
A10
2/12120
22
2466
CA
2112120
34
STDL04
STD. DETAIL
2112/20
11
2501
All
2/12/20
23
2469
CJ3
12112120
35
STDL05
STD. DETAIL
2112/20
12
12495
1 Al2
2/12/20
124
12472
CJ5
12112J20
36
STDL06
STD. DETAIL
12112120
the truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under my direct supervision 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.
NDTE;The seal on these drawings indicate acceptance of professional engineering
responsibility solely forthe truss components shown.
The suitability and use of components forany particular building Is the responsibility of the building
designer, perANSIMP14 Sec.?.
The Truss Design Drewing(s)(TOD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Structural Engineering Documents') provided by the Building
Deslgnerindirating the nature and characterof the work.
The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof True ses orspecl6c
oration]. These TDDs (also referred to at times as'Structurel Delegated'
Engineering Documents') are specialty structural component designs and may be part oMe pmjeds
deferred orphased submittals. As a Truss Design Engineer (Le, Specialty
Engineer), the seal here and on the Too represents an acceptance of professional engineering
responsibility forthe design of the single Tmss depicted on the TDD only. The Building Desgneris
responsible forand shall coordinate and review the TDDsfor
cempabbilitywlththelrwdttenengineedngmqubements. PleasereviewallTDDsandallrelatednotes.
Manuel ,, Digitally signed by
.... v l Manin—
Manuel Martinez, IRE
4620 PerkVlew DE
SL Cloud, FL 34771
Page 1 of 2
A-1 ROOF
TRUSSES
AFLORIDACORPORAWN
RE: Job AHHS3B
No.
Seq #
Truss Name
Date
37
STDL07
STD. DETAIL
2/12/20
38
STDL08
STD. DETAIL
2112/20
39
STDL09
STD. DETAIL
2/12120
40
STDL10
STD. DETAIL
2/12120
41
STDL11
STD. DETAIL
2112I20
42
STDL12
STD. DETAIL
2/12120
43
STDL13
STD. DETAIL
2/12120
44
STDL14
STD. DETAIL
2/12/20
45
STDL15
STD. DETAIL
2/12/20
46
STDL16
STD. DETAIL
2/12/20
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values restablished by others.
�
.
J
r
Page 2 of 2
Job
AHH83B
Truss Truss Type
A01 I HIPS
City Ply
102/12/2020
2604
T
�— 2'6"
F 1118"
i 16'4"
eal =3X4
G H T3
2
2
T2
T
4
T4
03X6E F
J�4
03X4
K ®3X6
411 5X4 D
(a)
(a
sa3X4C
B
-6
W7 L@3X4
M=-3X6(C6)
=3 (C6) B7
T
S
R O
P O 1113 N e 1
=3X4
=H0510
=3X8
=H0308
=4X12 =3X6
SELATE RED.
ALP
r $6 35'4"
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des ll 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: 25.60 ft
TCDL: 5.0 psf
BCDL: 5.0psf
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
Lumber
Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP M-30:
:T3, T4 2x4 SP #2:
Bot chord 2x4 SP M-30 :131 2x6 SP 2400f-2.0E:
Webs 2x4 SP 43:W7 2x6 SP #2:
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
SEAT PLATE RED.
44'4•
Code / Mlsc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection In loc L/defl LI#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.148 L 362 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.316 L 169 240
B 1684 /- /- /1060 /783 /178
FT/RT:10(0)/10(10)
HORZ(LL):-0.047 L - -
N 2107 !- /- /1390 /899 /-
Plate Type(s):
HORZ(TL): 0.076 L - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
B Erg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.689
N Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.790
Bearings B & N are arigid surface.
Bearings B & N require a seal plate.
Max Web CSI: 0.833
Maximum Top Chord Forces Per Ply (Ibs)
t
Wgt: 235.9 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEWVer. 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
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purim;
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
TC 24 16.33 28.00
BC 75 0.00 44.33
Apply purlins 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.
.ad CONDITIONS C
inoe shalt before use.
Maximum'Bot Chord Forces Per Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Camp.
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-O
1980-1018
L-.M
1091
-796
O-P
1980 -1018
on an.
e of the
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
358 -563
P - K
2067 -1527
G-R
372 -13
K-N
1612 -1904
Eepicted
in
m, —nn nr A-1 Rnnf Tnimm
Manuel Martinez, P.E.
4047182
4620 ParkVjew or
St Cloud, FL 34771
Job Truss Truss Type City Ply 112112121120
AHHS3B IA02 I HIPS 1 1 - 2609•
18'4"
aa5X8
G
7.8"
=5X6
H
M
-3X6(A1)
SF1AT, PLATE RED. SEAT PLATE RED.
I- 35'4° i 7'6"
f-2'6" "1 444"
Loading Criteria (Pap Wind Criteria Code I Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TOLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.146 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.303 F 999 240
T 1674 /- /- /1049 /777 /196
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.034 M - -
M 2121 /- /- /1388 1887 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.075 M - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft WAVE
Creep Factor: 20.
T Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
P
Max TC CSI: 0.999
M 8rg Width = 8.0 Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.985
Bearings T & M are arigid surface.
Spacing; 24.0 " MWFRS Parallel Dist: h/2 to h
9
Bearings T & A�.. require a seatatplate.
C&C ft
Max Web CSI: 0.653
Maximum Top Chord Forces Per Ply (Ibs)
from endwa not in 13.00 ft
Lac. from
Wgt: 233.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
pi: 0.18ll:
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
B-C 299-1248 G-H 1125 -1528
Lumber
A-B 52 0 H-1 1102 -1659
C - D 1131 -2350 I - J 867 -1147
Top chord 2x4 SP #2 :Ti 2x4 SP 2400f-2.OE:
D-E 1320 .2614 J-K 860 -1159
:T22x4 SP M-30:
Bot chord 2x6 SP 2400f-2.OE :B2 2x4 SP #2:
E - F 1332 -2574 K - L 870 -1259
:B32x4 SP M-30:
F-G 1269-2010
Webs 2x4 SP #3 08 2x6 SP #2:
:Lt Slider 2x4 SP 93: BLOCK LENGTH = 1.750'
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on member.
T - B 1202 -218 P - O 1854 -844
T-S 2176 -956 O-N 988 -479
Purling'
S-R 2199 -972 N-M 988 -479
In lieu of structural panels or rigid ceiling use pudins
R - Q 2337 -1100 M - L 1249 -759
to laterally brace chords as follows:
Q - P 2336 -1100
Chord Spacing(in oc) Start(ft) Eti
TC 24 18.33 26.00
Maximum Web Forces Per Ply (Ibs)
BC 72 0.00 44.33
Webs Tens.Comp. Webs Tens. Comp.
Apply purling to any chords above or below fillers
at 24° OC unless shown otherwise above.
B - C 940 -1286 G - O 470 -498
S - D 523 -568 O - H 242 -75
Loading
D-R 447 -390 0-1 822 .631
Truss passed check for 20 psf additional bottom chord live load in areas with
R - F 352 0 I - M 1617 -2078
42"-high x 24"-wide clearance.
F - P 433 -630 M'- K 509 -452
G - P 530 -185
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING- Please thoroughlynevlew the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACMOWLEDGMENT"foim.
aril, design parameters and reed notes on this Tmss Design Drawing (TDD) and the Specialty Englneer referenm sheet before use. Unless othervAse stated on the TDD, only Alpine
onnector plates shall be used for the TDD to be valid. MaTruss Design Engineering (i.e. Speually Engineer), 0e seal on any TDD represents an acceptance of Cie professional engineed
Manuel Medine; P.E.
# D47182
4620 Parkul. or
St Cloud, FL 34771
W.a are es defined In TPIA.
a0mMM1i1MWI1hMftt wM r—imhn MA4 RWTni2[nx.
Job Truss Truss Type City Ply 02/12/2020
2612
AHHS3B I A03 I HIPS 11 1
20'4' 3a' 1 20'4"
SFT,PLATE REQ. SEAT PLATE REQ.
{— 35'4' i T6'"{
I- Z6'
Loading Criteria Icon
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCOL: 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 Aeight: 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 13.0(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.OE:
:T3 2x4 SP #2:
Bot chord 2x6 SP 2400P2.0E :B2 2x4 SP M-30:
:B3 2x4 SP #2:
Webs 2x4 SP #3 :W8 2x6SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FTIRT:10(Ou10(10)
Plate Type(s):
WAVE
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 20.33 24.00
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.
De#ICSI Criteria
♦ Maximum Reactions (Ibs)
PP Defection in loc
Udell U# Gravity Non -Gravity
VERT(LL): 0.275 Q
999 360 Loc R+ I R- / Rh 1 Rw I U / RL
VERT(CL): 0.652 Q
638 240 U 1684 /. A /1044 1782 1214
HORZ(LL): 0.064 G
- - M 2107 I- I- /1365 1879 1-
HORZ(TL): 0.152 G
- Wind reactions based on MWFRS
Creep Factor. 2.0
U Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.812
M Brg Width = 8.0 Min Req = 2.5
Max BC CSI: 0.995
Bearings U & M are a rigid surface.
Max Web CSI: 0.783
Bearings U & Mrequire a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 228.9 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16 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 -1776
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
U-B
1269 -312
Q-P
1602
-691
U-T
2173 -9W
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
- 778
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
he Spegalry Engineer referee sheet Were use. Unless othenWse slated on the TDD, only Alpine
ing (Le, specialty Engineer), the seal on any TOO represents an acceptance of the professional enginaedn
I.I. The design assumptions, loading conditions, sultabllity and use of Mils Tress for any Building Is the Manuel Marine; P.E.
In the content ofthe IRC. Me IBC, local building code and TPI-1. Theapprovaloftha TODandenyfield 4047182
sponslbility, of the Building Designer and Contractor. All notessetcutin Ma TDD and Me practices and 4620 ParkYew Or
rid SBCAarereferencedforgenealguldance. TPI-1 defines Me responsibilities and duties of Ne Truss St Cloud, FL 34771
a Contract agreed upon in wrung Spool by all parges Involved. The Sp o Engineer is NOT Me r
RUJTnixewi
Job Truss Truss Type Qty Ply 02/12/2020
AHHS3B A04 I HIPS I1 1 I ,,, 2615,
22, ar 22.
SFj PLATE RED. SEAT PLATE RED.
�- 35'4' 1 76" —�
�- 2'6"
Loading Criteria (pso 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 ft WAVE
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.43 It
Loc. from endwall: not In 13.00 It
GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :Tt 2x4 SP 24001.2.0E:
:T3 2x4 SP #2:
Bol 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.
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)
BC 58 0.00 44.33
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load In areas with
42%high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design
-WARNING- Please thoroughly realm the -A-1 ROOF TRUSSES
Vedy design parenelem and read notes on dais Truss Design Drawing (To[
44'4"
DegICSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.148 Q 999 36
VERT(CL): 0.307 Q 999 24
HORZ(LL): 0.031 M - -
HORZ(TL): 0.067 M - -
Creep Factor. 2.0
Max TC CSI: 0.631
Max BC CSI: 0.994
Max Web CSI: 0.778
Wgt: 226.1 Ibs
VIEW Ver. 19.01.00A.0618.16
GENERAL TERMS and CONDITIONS C
daliv Enalneer reference sheet before use.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ !R- !Rh /Rw /U /RL
S 1684 /- I- /1030 1776 1229
L 2107 P A /1346 1872 P
Wind reactions.based on MWFRS
S Erg 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.
B - C 471 -1459 F - G 1034 -1675
A-B 52 0 G-H 1005 -1670
C - D 1099 -2434 H -1 559 -930
D - E 1209 -2590 I - J 547 -995
E - F 1229 -2545 J - K 915 -1177
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-0
605 -228
R-D
469 -468
O-H
302 -307
D-Q
267 -276
H-M
9W -1030
Q-F
467 0
M-J
1585 -924
F - O
627 -879
J - L
1404 -1959
NI ®pilalimd tents ere as defined In TPI-1.
a,N—fi-n knrMIFi1M WNIWe MxwlMn.-1.. 11..Tnivay.
Manuel MaNna P.E.
4047182
4620 ParI or
St Cloud, FL 34771
Job Truss Truss Type City Ply 02/12/2020
AHHS3B I A05 I HIPS 11 11 I 2525
=FT3 Xfi G6X6
12
4 p
03X4B
H@3X4
' 1.5X3 3X6D
1�3X6
i-
T1 C (a)
JN4X4(R)
63X4 B
A
1I
=3X6(C6
TII
Ke3X6(A1)
=3X6(C6)S R O
P g2 O N M g3 L
=3X4 eH0308
=3X4 a3X4 =3X6 =4X4 HI3X6
SEAx PLATE RED.
SEAT PLATE RED.
f"- 35'W
7'6"
44'4"
Loading Criteria fort Wind Criteria Code I Misc Criteria
Deg/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in too Udefl L#f Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Sid: 2014
VERT(LL): 0.299 P 999 360 LOC R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.686 P 607 240 S 1520 /- !-
/880 /684 1183
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.053 F - - L 2112 /- /-
/1361 1888 /-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00
HORZ(TL): 0.132 F - - Wind reactions based on
MWFRS
Mean Height: 25.00 ft WAVE, HIS
Creep Factor: 2.0 S Brg Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.875 L Brig Width = 8.0
Min Req = 2.5
Load Duration: 1.25 BCDL: 5.0 psf
Bearings S & L are a rigid
Burial
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0,994
Bearings S & L require a
seat plate.
C&C a: ft
Max Web CSI: 0.793
Loc. frromom endwawalnot in 13.00 ft
Maximum Top Chard Forces Per Ply (Ibs)
GCpi: 0.18
Wgt: 220.5 JOB Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver, 19.01.00A.0618.i6 A-B 97 -659.
F-G 1207 -1628
Lumber
B-C 1593.2700
G-H 1182 -1772
Top chord 2x4 SP M-30 :T1 2x4 SP 2400f-2.0E:
C - D 1498 .2612
H -1 566 - 731
:T32x4 SP#2:
D-E 1510-2553
I-J 554 -773
Bot chord 2x4 SP 24001-2.0E :132 2x4 SP M-30:
E - F 1226 -1805
J - K 899 -1157
:B3 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.
Chords Tens. Comp.
Bracing
S-R 2463-1329
O-N 1301 -662
(a) Continuous lateral restraint equally spaced on member.
A- S 670 -.82
N - M 1301 .662
R-Q 2315-1195
M-L 1121 -726
Purlins
Q-P 2315-1195
L-K 1172 -773
In lieu of structural panels or rigid ceiling use purifies
P - O 1628 -748
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
Maximum Web Forces Per Ply (Ibs)
TC 24 20.50 23.83
Webs Tens.Comp.
Webs Tens. Comp.
BC 61 0.00 44.33
Apply pudins to any chords above or below fillers
S - B 1728 -2268
G - O 191 -53
at 24" OC unless shown otherwise above,
C - R 211 -55.
O - H 720 -505
Loading
R-E 383 -17
H-M 1100 -1220
E-P 674 -909
M-J 1485 -853
Truss passed check for 20 psf additional bottom chord live load In areas with
F - P 461 -212
J - L 1364 -1923
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES("SELLER"); GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGMENT' form.
Verify design pammetea and reatl notes an this Truss Design Di (rDDI and the Spedalty Engineer reference sheet before use. Unless othei stated on the TDD, only Alpine
connector plates shall be used for line TDD to be valid. As a Truss Design Engineenng (i.e. Spool Engineer), the seal on arty TDD represents an acceptance of 0e professional engimuma
responsibility for the design ofthe single Truss; depleted on the TOO only, under TPI-1. The design assumptions,
loading condAicns, sultabilityand use ofthis Tress forany Building is the
Manuel Martinet, P.E.
responsibility of the Dwoer,the 0,1 euthanzetl agent orthe Building Oesignar, in the oni ofihe IRC,
the lBC, local budding code and TPI-1. Theappmvel oflhe TDD and airyfield
#047182
use ofthe Truss, Including handling, storage, Installation and bracing shall be the respia,ibilityofthe Building
Deslgnerand Contractor. Allnotms toutln Mo TDDendihepmdwsand
4620 ParkYew Or
guidelines ofthe Building Component Safety Information(BSCI) published by TPI and SBCA are referenced
for general gultlance. TPI-1 defines the responsibilities and duties arms Truss
St Cloud, FL 34777
Designer, Sinai Engineer and These Manufadurer, unless othenrise defined by a Contract agreed upon
In writing by all parties involved The Specialty Engineer Is NOT the
Building Designer or Truss System Engineerof any building. All spiralled tam¢ are es defined in TPI-1.
f'anMnM9Mta A1 Rmf Tntew<-Rrvm,niufim MIM1Ix Mryunnnt, inanvinn 1. nm IhWwiihmd Nnwi nmmimhn
MA.t Rnnr Tn,2[v.
Job Truss
AHHS36 A06
Truss Type
HIPS
City I Ply I02112/2020
2521
18.8" F
SEA' PLATE RED. )' 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 Kzb 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: h/2 to h
C&C Dist a: 4.43 ft
Loc. from endwall: not in 13.0(
'
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP 2400F2.0E:
:T5 2x4 SP M-30:
Bot chord 2x4 SP M-30 :B1 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W6 2x6 SP #2:
:Lt Slider 2x6 SP 42: BLOCK LENGTH = 2.750'
Code I Mist: 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.
Puffins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 18.50 25.83
BC 75 0.00 44.33
Apply puflins 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 -A-1 ROOF TRUSSES
arty design parameters and read notes on this Than Design DmvMg QD[
onnector plates shall be used for the TOO to be valid As a Tmss Design Ei
Sa5X6
44'4"
Deb/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.184 E 999 361
VERT(CL): 0.388 E 999 241
HORZ(LL):-0.052 B - -
HORZ(TL): 0.111 B - -
Creep Factor: 2.0
Max TC CSI: 0.814
Max BC CSI: 0.717
Max Web CSI: 0.645
Wgl: 222.6 Ibs
VIEW Ver. 19.01.00A.0618.16
Me seal on
loading co,
IBC. localI
SEAT PLATE RED.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U ! RL
R 1508 1- /- /885 /679 1165
L 2126 /- !- 11385 /895 !-
Wind reactions based on MWFRS
R Brg 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.Comp. Chords Tens. Comp.
A-B 152 -714 F-G 1180 -1548
B - C 1524 -2660 G - H 1160 -16B2
C - D 1567 -2577 H - I 866 -1158
D - E 1578 -2547 I - J 843 -1162
E - F 13W -2047 ' J - K 872 -1262
Maximum Sot 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 - O 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
O-E
234 -40
N-H
798
-617
E - O
470 -565
H - L
1651
-2097
F-O
569 -212
L-J
511
-454
is Tmssfor any BWIding is Ne Manuel Martha; P.E.
ipho.lofthe TDDendanyfeld #D47182
Me TDD and the pmdloes and 4620 ParkMew Dr
nabllides and duties of the Tmss St Gaud, FL 34771
Engineer is NOT Me
upon
Job Truss Truss Type City Ply 02/12/2020
AHHSSB A07 I HIPS I 1 11 I 2517
1^166• i Ira"
18'6,
ad5X6 111.SX4 is5X6
12 E F T3 G
T 4 � T4
dd3X6 bil
s3X4CD H Ia3X6
n T1
1 Av3X4 B W6
is=3X6(C6 J=3X6(A7)
S
m3X6(C6) Q P C B2 N M L g3 K
111.5X3 w3X4 se4X6 se
=4XG a4X4 1113X6
SgAj PLATE RED. SEAT PLATE RED.
7'6- i
Loading Criteria man Wind Criteria Code I Misc Criteria
Defl/CSI Criteria A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sld: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in lot Udefl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Sid: 2014
VERT(LL): 0.199 P 999 360 Loc R+ / R- / Rh
/ RW / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.417 P 997 240 R 1520 /- /-
/896 1685 1147
BCDL: 10.00 Risk Category: ll FT/RT:10(0)/1O(10)
HORZ(LL):-0.065 B - - K 2112 A /-
/1387 /900 /-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00
HORZ(TL): 0.137 B - - Wind reactions based on MWFRS
Mean Height: 25.00 It WAVE
R Br Width = 8.0
Creep Factor: 2.0 9
Min Re 1.5
q =
NCEtCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.801 K Big Width = 8.0
Min Req a 2.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.996 Bearings R & K are a rigid
surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Bearings R & K require a seat plate.
C&C Dist a: It
Max
Max Web CSI: 0.970
Lac. from endwawall: not in 13.00 It
Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Wgt: 214.2 Ibs Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver. 19.01.00A.Ofi18.16 A-B 351 -935
F-G 1425 -2044
Lumber
B-C 1616 -2685
G-H 742 -10M
Top chard 2x4 SP M-30 :T1 2x4 SP 2401
C - D 1535 -2547
H -1 718 -1112
:T3, T42x4 SP 42:
D-E 1562-2538
I-J 914 -1177
Bot chord 2x4 SP 2400f-2,OE :B2 2x4 SP M-30:
E - F 1425 -2044
:B3 2x4 SP #2:
Webs 2x4 SP #3:W6 2x6 SP #2:
Maximum Bet Chord Forces Per Ply (Ibs).
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Chords Tens.Comp.
Chords Tens. Comp.
Purllns
R-Q 2473-1363
N-M 1505 -811
In lieu of structural panels or rigid ceiling use purlins
A - R 924 -322
M - L 15D5 -811
to laterally brace chords as follows:
Q - P 2478 -1368
L - K 1100 - 707
Chord Spacing(in oc) Start(ft) End(ft)
P-0 2088.1113
K-J 1173 -788
TC 24 16.50 27.83
O - N 2088 -1113
BC 56 0.00 44.33
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
Loading
R-B 1546-1950
F-N 292 -281
Truss passed check for 20 psf additional bottom chord live load in areas with
Q - C 155 -147
N - G 820 -541
42"-high x24'-wide clearance.
C-P 294 -189
G-L 965 -976
Wind
P - E 484 -156
L - I 1593 .1044
E-N 272 -110
I-K 1516 -1959
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" font.
Verdi design fammeters and head notes on this Truss Design Drawing (TDD) and the Specalty Engineer reference sheet before use. Unless othenvlse stated on the TOD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), Me seal on any TDD represents an acceptance of the professional englneenn
responsibility for the design of Me single Truss depicted on the TDD only, under TPI-1. The design assumptions,loading conddoes, suitability and use of this Truss for any Building is the
Manuel Martine; P.E.
responsibility of the Owner, the Ovemes authemed agent or the Building Designer, in the context of the IRC,
the IBC, loyal building code and TPI-I. The approval of the Too and any field
#047182
use of Mo now, Including handling,storage, Installation and beating shall be the maponsibllityofthe Building Deslgnerand Contractor. All notessetoutin the TDDandthe padices and
4620 ParkView Or
guidelines of to Building Component Safety lnformafion(BSCI) published by TPI and SBCA are referenced
forgeneal guidance. TPI-1 defines the responsibilities and duties of the now
St Cloud, FL 34771
Designer, Specialty Engineer and Toss Manufedurar, unless othen4se defined by a Contract agreed upon In
wilting by all pates Involved. The Spedelty Engineer Is NOT the
Building DeslgnerorTmae System Engineer of any build'mg. All rapitellud terms are as defined In TPI-I.
CnnvnnM1rP R01fl A-1RealThiuwe-Rnnma,iMinn,Rmie rlrcmm�nl. Inanvf, ixnm,i MwirhmilMewntlanm,mix,nnMMt
Mnl Tnp�
Job
AHHS3B
B
Truss Truss Type Qty Ply
AO8 I HIPS 11 I 1
14'6" -1-
=5X8 1111.5X4
D E =cvoF
P O N M L K
1111.5X3 =3X4=3X6 =3X10 =3X6m4X6
02/12/2020
2513,
14'6"
G�4X6
H �3X4
W6 I
SEAj PLATE RED. SEAT PI,pT6@H@PLAT68HIDPL(1TIE E2E0.
Loading Criteria fier, Wind Criteria Code I Misc Criteria
DeflIC81 Criteria ♦Maximum Reactions (Ibs), or-=PLF
TCLL: 20.00 Wind Std: ASCE 7.10 Code: FBC 2017 RES
PP Deflection In loc L/deil L#i Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 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 /708 /130
BCDL: 10.00 Risk Category: ll FT7RT:10(0)/10(10)
HORZ(LL):-0.055 B - - J 1835 /- /-
1946 /768 /-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.111 B - - J" 24 /- /-
114 /3 /-
Des Ld: 40.00 Mean Height: 25.00 it WAVE
Creep Factor: 2.0 R 341 /-112 /-
1164 /167 /-
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.9Wind 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
.966
Max BC CSI: 0fi6 J Brg Width = 8.0
Min Req = 2.2
C&C Dist a: 4.43 ft
Max Web CSI: 0.956 J Brg Width = 64.0
Min Req = -
Loc. from endwall: not In 13.00 It
Wgt: 220.51bs 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 :81 2x4 SP 2400F2.0E:
A - B 374 -845
E - F 1730 -2377
Webs 2x4 SP #3 :W6 2x6 SP #2:
B - C 1690 -2492
F - 1148 -1587
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
C - D 1730 -2377
H
G - H 650 -55
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
D - E 1730 -2377
H - I 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
Q - P 2470 -1509
M - L 1442 -817
All plates are 3X6(C6) except as noted.
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) Starl(ft) End(ft)
TC 24 14.50 29.83
Maximum Web Forces
Per Ply (Ibs)
BC 71 0.00 44.33
Webs Tens.Comp.
Webs Tens. Comp.
Apply puriins 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 -683
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 -897
E-M 475 -482
"WARNING" Please thoroughly review the"A4 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT"fo"a
verily design parameters and mad notes on This Truss Design Drawing COD) and the Specialty Engineer reference shell before use. Unless othenmse stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), pia seal on any TDD represents an acceptance of the professional chr, nO edn
Manuel Martine; P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of tins Truss for any Builtling is the
responslblllty of vie Cwneq Traci auge thorized ant or the Building Designer, in the cona at of the IRC,
to IBC, local building code and TPI-1. The approval of the TDD and rs,' tl
# 047182
use ofthe Truss, Including handling,storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes mhout In the TDD and the preclico end
4620 Pai Or
guidelines ofthe Building Component Safety Information(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsiblllties and duties ofthe Truss
St Gaud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless othenMse defined by a Contract agreed upon in
wdW g by all parties involved. The Specialty Engineer is NOT the
Building Designer or Tian System Engineer alany building. All marshud terms ere as defined In TPl-0.
fmy,inMW4ntM1A-1 RmlTmuv-flnnmtlnMnn MrMx rlrcmm�nl. InanafTmkill,IMtMWInmOPnw nnnvrr-nMX1
Rnnf1hr- '
Job
AHHS3B
Truss
A09
Truss Type qPl
y
ly
HIPS 11 I
021l2/2020
2509
11
—12'6'
m6x6
D
T' S R Q P
011.5X3 e3X4 ssl m3X4
19'4' i12'6" —{
all 1111.5X3 =6X6
F G IS)H
f"13X4
O N M L
m3X8 m4X6 e3X4 1111.5X3
aEAj PLATE RED.
I.". .}. 41'4"
Loading Criteria lisp
Wind Criteria
Code! Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FTIRT:10(Ou10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 40.00
Mean Height: 25.00 R
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 In
C&C Dist a: 4.43 it
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP 24001-2.0E :T2, T3 2x4 SP 42
Bot chord 2x4 SP M-30 :B2 2x4 SP #2:
Webs 2x4 SP #3
:Lt Slider 2x4 SP #2: BLOCK LENGTH = 1.750'
:Rl Slider 2x4 SP #2: BLOCK LENGTH = 1.76Y
Purlins
In lieu of slmctural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(fl) End(ft)
TC 24 12.50 31.83
BC 54 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.
Please Ihomughiy review
Iem and read notes on this
44'4"
Del11CSl Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.369 G 999 36
VERT(CL): 0.747 G '653 24
HORZ(LL): 0.095 L - -
HORZ(TL): 0.194 L - -
Creep Factor. 2.0
Max TC CSI: 0.778
Max BC CSI: 0.997
Max Web CSI: 0.619
Wgt: 236.6 Ibs
VIEW Ver: 19.01.00A.0618.16
GENERAL TERMS antl CONDITIONS CUSTOMER ("B
Salty Engineer reference sheet before use. UNess othe W
Specially Englneeri, the seal on any TOO represents an r
design assumptions, loading considers, suitability and us
onte[l of tm IRC, the IBC, local building doe and TPI4.
11ity of g o Building Designer and Contmater. All notes set
Aarenefereneedfargenerelgultlanoe. TPI-tdefinesthe
ad agreed upon in w brg by ail penes involved. The Spa
d in TPN.
wwman mrm1. a 11R T—
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U 1 RL
T 1799 /- !- /1017 /822 /Ill
J 1799 /- /- 11017 /822 /-
Wind reactions based on MWFRS
T Erg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings T 8 J are a rigid surface.
Bearings T 8 J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A - B 422 -865 F - G 2584 -3922
B - C 2068 -3251 G - H 2586 -3924
C-D 2184-3377 H-1 2182 •3376
D - E 2572 -3905 1- J 2068 -3251
E - F 2584 -3922 J - K 423 -865
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A - T
908 -427
O - N
3177 -1868
B - S
2949 -1802
N - M
3177 -1868
S - R
2950 -1807
M - L
2950 -1808
R - Q
3178 -1869
L - J
2950 -1803
Q - P
3178 -1869
J - K
908 -427
P - O
3928 -2300
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp
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
879 -556
M -1
264
-153
P - E
375 -359
I - L
159
-20
E-0
74 -71
any Building is fhe Manuel Maltinai% P.E.
e TOD and any field i1047702
id the practices and 4620 ParkMew Or
A doves ofihe Truss St Cloud, FL 34771
NOT Me
Job Truss
AHHS3B A10
Truss Type
HIPS
Oty Ply
1 1
02/12/2020
, 2505,
i 10'6' -{-
23'4'
{
196' —{
12
4 p
3X4
T2 p
-H0308
E'
1111.5X4
F T3
=-6X8
G
T
=3X6(C6)03X4
(a)
(a)
(a)
93X6(C6
0=4XA6(D7) B
H�3)41m4X6(Di)
1=
P O
N M
B2
L K
J
1111.5X3
-H0308 -4X4
m4X10 mH0308
1111.5X3
Sw PLATE REG.
I SEAT PLA;%EZEQ.
L"
41'4'
1
444'
Loading Criteria foarl Wind Criteria
Code / Miss: Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In loc Udell L#/
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.489 F 997 360
LOG R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.990 F 492 243
p 1799 /. /_ 11017 1915 /94
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.120 H - _
H 1799 /- /- 11017 /915 /-
EXP: C Kzt: NA
Ld: 40.00
Plate Type(s):
HORZ TL 0.244 H - -
( )'
Wind reactions based on MWFRS
Mean Height: 25.00 it
WAVE, HS
Creep Factor. 2.0
P Brig Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.845
H Brig Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.974
Bearings P & H are a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist: 0 to h/2
Bearings P & Hrequire a seat plate.
C&C Dist a: 4.43 ft
Max Web CSI: 0.634
Loc, from endwal8 not in 6.50
Maximum Top Chord Forces Per Ply (Ibs)
W9t: 217.0 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.1
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
A - B 446 -1250 E- F 3008 -4657
Lumber
B - C 2226 -3515 F - G 3010 -4658
Tap chord 2x6 SP 2400f-2.OE 2, T3 2x4 M-30:
C - D 2989 -4629 G - H 2224 -3513
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-3-30:
D - E 3008 -4657 H -1 443 -1245
Webs 2x4 SP #3
:Lt 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
P-O 3225 -1931 L-K 3227 -1924
(a) Continuous lateral restraint equally spaced on member.
A-P 1299 -467 K-J 3227 -1924
O - N 3229 -1926 J - H 3223 -19N
Purlins
N-M 3229-1926 H-1 1295 -464
In lieu of structural panels or rigid ceiling use puriins
M - L 4666 -2770
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 10.50 33.83
Webs Tens.Comp. Webs Tens. Comp.
BC 58 0.00 44.33
Apply purlins to any chords above or below fillers
C - O 281 0 L - G 1577 -991
at 24' OC unless shown otherwise above.
C - M 1548 -966 F - L 460 -465
M- D 463 -472 J- G 285 0
Wind
D-L 62 -58
Wind loads based on MWFRS with additional C&C member design
ear reference sheet before use. unless otherwise stated on Me Too, only Alpine
onglneer), the seal on any TDD represents an acceptance of the professional engineedn
unnpdons, loading conditions, sultabllity and use of the Truss for any Building is Me
Manual Marline% P.E.
eIRC, Me IBC, local building code and TPI-1. The approval of the TDD and arnr d
4047182
luilding Designer and Contractor. Nl notes set out in Me TDD and Me practices end
4620Pardv wDr
inoedforgeneralguidanra. TPI-1 defines Me responvbiliUes and tlu8es of Me Truss
St Cloud, FL 34771
upon in sailing by al pastes Involved. The SMsalty Engineer is NOT Me
Job Truss Truss Type City Ply 02/12/2020
AHHS3B A11 I HIPS I 1 11 zeol
�- 8W
12
4 7
T
=3X6(C6) OX
=4XFicsi
A6(Di) B
1 m
SEAT PLATE RED.
m6X12 =3X4 1111.5X4sa4X6 =3X4 =6X12
C D T2 E F G T3 H
Q P
011.5X3 =37
=3X6(C6
3X =4X6(Di)
M L--A- K
=H0308 1111.5X3
SEAT PLATE f1E0.
41'4'
} 44W
Loading Criteria (pep Wind Criteria Code I Mlsc Criteria
DeflICSI 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): 0.603 E 808 360 Loc R+ I R- / Rh
I Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 1.223 E 399 243 R 1799 /- I-
11015 1916 /76
BCDL: 10.00 Risk Category: If FT/RT:10(0p10(10)
HORZ(LL): 0.111 1 - - 1 1799 P A
11015 1916 /-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00
HORZ 0.226 1 - - Wind reactions based on
�)'
MWFRS
Mean Height: 25.00 ft WAVE, HS
Creep Factor. 20. R Big Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.636 I Big Width =
Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 pet
"
a
Max BC CSI: 0.991 Bearings R 81 are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings R 8 I require a
seat plate.
CBC Dist a: it
Max Web CSI: 0.842
dwa
Loc. from not in 6.50
Maximum Top Chord Farces Per Ply (Ibs)
Wgt: 210.0Ibs Chords Tens.Comp.
Chords Tens. Comp.
GCpl:
I: 0.18 .18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16 A-B 498-1216
F-G 3707 -5870
Lumber
B - C 2222 -3493
G - H 3331 -5233
Top chord 2x6 SP 24001-2.0E :T2, T3 2x4 SP
C - D 3331 -5233
H -1 2222 -3493
2400f-2.OE:
D - E 3707 -5870
I - J 498 -1216
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-30:
E - F 3707 -5870
Webs 2x4 SP #3
:Lt 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
Purllns
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.
SC 54 0.00 44.33
Apply purling 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
"WARNING" Please Moroughly review the-A-1ROOF TRUSSES (-SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CBWEW) ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design DmWng (Too) and Me Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for Me TDD to be valid. As a Truss Design Engineering i1a. Specialty Engineer), Me
seal on any TDD represents an acceptance of Me professional englneedn
responsibility for the design of Me single Tress depicted on Mo Too only, under TPI4. The design assumptions, loading wnditions, suitability and use of this Truss for any Building is the
Manuel Martinez, P.E.
maponslblllty order Owner, be Owner's authorized agent orihe Bulltling Designer, in Me contest of Me IRC, Me IBC, local building code and TIN-1. The approval oft" TOo and any field
#047182
use of the Truss. including handling,storage, Installatlon and bracing shall be Me rcpwnslbllity of Me Building Designer
and Cpnimcton Allspice seloutin Me TDD and Me timorous and
4620 Parkilew or
guidallnes of Me Building Component Safety Information(BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duWsef Me Tmss
St Claud, FL 34771
Designer, Specially Engineer and Truss Manufacturer, unlese oberwfse defined by a Contract agreed upon in wngng by all parries Involved. The Specialty Engineer Is NOT Me
Building Designer or Tmss syskm Engineer of any bulking. PL ®piratizal terns ere as tlegned in TPI4.
C vfiMtO R01fi M1FMTvaw_nnmM,uiim NlM1iaNnlmnN.Nvm(ivm_unmltiMM wXNW Mr.witdnnrvmlx[en MA-1
RrcdTnwvu.
Job
AHHS3B
Truss Truss Type Qty Ply
Al2 I HIPS I 1 12
02/12/2020
2495„
2074 y122 122# 122# 122# 122# 122# 72 y�122�#y�� 24#� 122#y � 122#y 122#+ 220�7#t
66"6 -0"-C 2 1 2 2 2 2 2 „i'7."I.-.�T 2 -i-- 2' 4- 2 -1- 22 - 2 -F- 2'T0"i` fi 6"6
6'6'-�
12
4 p, a6X10 ®4X4 N1.5X3aa H0510 ®3X4-H0308-4X4 E6X10
C D E F G H I J
a4X6(C6)
011.SX3 ea3X10e H0510 a3X10 ae4X4 -H0510 s3X10 M1.5X3
5Ff(aT PATE REQ. SEAT PIAj%FE0.
�- 41'4" -(
i 82# i 82#i i 82#i i a2#i i 82#i i 82#i i a2#i i 82#i i
1914 82# 829 82# 82# 82# a24 82# 1914
Loading Criteria IP:O
Wind Criteria
TCLL: 20.00
Wind Std: ASCE7-10
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 psi
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.431t
Loc. from endwall: not in 4.50
GCpi: OA8
Wind Duration: 1.60
Top chord 2x4 SP 24001-2.0E
Bot chord 2x6 SP 2400f-2.OE
Webs 2x4 SP 2400f-2.OE
: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" o.c.
Bat Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(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 pif at 0.00 to 61 pif at 6.50
TC: From 31 plf at 6.50 to 31 plf at 37.83
TC: From 61 plf at 37.83 to 61 plf at 44.33
BC: From 20 pif at 0.00 to 20 pif at 6.53
BC: From 10 plf at 6.53 to 10 pif at 37.80
BC: From 20 pif at 37.80 to 20 plf at 44.33
TC: 2071b Conc. Load at 6.53,37.80
TC: 1221b 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
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 / Mlsc 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
DefilCSI Criteria
PP Defiection in too Udefi L#f
VERT(LL): -0.895 E 546 36(
F)ERT(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
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Stad(ft) End(ft)
TC 24 6.50 37.83
BC 76 0.00 44.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
and
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U I RL
U 3092 /- /- /- /2084 A
V 3092 /- /• /- /2084 A
Wind reactions based on MWFRS
U Big Width = 8.0 Min Req = 1.5
V Big 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 - I 4843 -7091
C - D 3953 -5776 I - J 3948 -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
2640 -1961
P - O
5872 -4036
A - U
1838 -1229
O - N
5872 -4036
T - S
2827 -1944
N - M
2629 -1945
S - R
5879 -4040
M - K
2841 -1962
R-Q
5879 -4D40
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
-B57
S - D
636 -761
I - N
645
-775
D-Q
1281 -852
N-J
3112
-2117
E - Q
303 -272
M - J
261
-202
Q-G
43 -49
ma TDO
IM wMlan mmtictim NA.1 a T
Manuel Marine; P.E.
#047182
4620 PaikVew Dr
sl Clod, R 34771
Job Truss Truss Type City Ply 02/12/2020
AHHS3B I B01 I SPEC 3 1 3381
Loading Criteria fce0
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'
747 I Ct."
1ay.
.a. I.E no.
I-1si "ir
�11Y'10 4'-I-g_1
1544 15
w1
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 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 2x8 SP 2400f-1.8E :T2 2x4 SP
2400f-2.0E:
Bot chord 2x4 SP 2400f-2.0E :82 2x6 SP
24001-2.0E:
Webs 2x4 SP #3 :W4 2x8 SP 2400f-1.8E:
:W7 2x6 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Purlins
In lieu of shuctuml panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 7.19 10.52
BC 75 0.00 6.98
SC 67 10.52 16.08
Apply pudins 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: Vanes by Ld
FTIRT: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 -
DeB/CSI Criteria
PP Deflection in loc Udell L#I
VERT(LL): 0.269 E 629 36(
keERT(CL): 0.700 E 241 24(
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
n
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 811 /- A 1428 1262 1281
J 857 /- /- 1291 1299 /-
Wind reactions based on MWFRS
A Big Width = 8.0 Min Req = 1.5
J Big Width = 8.0 Min Req = 8.0
Bearings A 8 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 96 -579
A-B 277 -449 F-G 484 -1159
B-C 348 -9W 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 858 -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
-83
M-E
1185 -719
on
by.
and TPI-1. The spryowl of tine
All notes set cut In the MD and
ieralgulda,xe. TPI-td
V by all parties hl d ed.
RMT-
Ing Is tine I Manuel MaNnez P.E.
id any held I xan82
Cices and 4620 PaW. or
of Ne Truss St Cloud, FL 34HI
Job Truss Truss Type City Ply 02/12/2020
AHHS3B I B02 I HIPM I1 1
2664.
E
14'6'
65X6 01.5X3
D E
SEAT PLATE RED. SEAT PLATE RED.
�-' 1.6' j 14'8'
Loading Criteria Ipeq
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: h/2 to In
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Puriins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TIC 24 14.50 16.17
Sc 75 0.00 16.17
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 Std: 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-
DeB/CSI Criteria
PP Deflection in loc Udefl I-M
VERT(LL): 0,058 C 999 361
VERT(CL): 0.118 C 999 241
HORZ(LL):-0.027 B - -
HORZ(TL): 0.055 B - -
Creep Factor. 2.0
Max TC CSI: 0.791
Max BC CSI: 0.667
Max Web CSI: 0.762
Wgt: 86.1 Ibs
VIEW Ver. 19.01.00A.0618.16
GENERAL TERMS and CONDITIONS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ I R- I Rh / Rw I U / RL
H 737 A A /454 /262 1253
I, 578 A /- 1313 /272 /-
Wind reactions based on MWFRS
H Brg Width =8.0 Min Req = 1.5
1 Brg 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. Comp.
A-B 85 -38B C-D 558 -952
B-C - 431 -955 D-E 0 0
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
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
folm.
Tess System Engineer of enydoilding. Aff wpit lud terns are ss defined in TPFI.
RMTnwwv-PnmNiufNn Nlluv Nnmm�l inmV fmm.4 nrMiNIM WIMeMnwinnn m,mLUMNAA RMTucex¢
Manuel Martinez, P.E.
M 047162
4620 PakView or
St Cbud,FL 34771
Job
AHHS3B
Truss Tmss Type Oty Ply
B03 I HIPM I 1 11
02/12/2020
2668
Loading Criteria (Puri
TCLL: 20.00
TCDL: 10.00
13CLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
a15
12'6'
SEAT PLATE RED.
f- 1'6' j 14'8'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: C Kzt: NA
Mean Height: 25.00 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
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 #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)
TIC 24 12.50 16.17
BC 75 0.00 16.17
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 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.
to
167
a5X6 N1.5X4
D E
DeB/CSI Criteria
PP Deflection in loc Udefl L#1
VERT(LL): 0.054 C 999 361
VERT(CL): 0.108 C 999 241
HORZ(LL):-0.024 B - -
HORZ(TL): 0.050 B - -
Creep Factor. 2.0
Max TC CSI: 0.613
Max BC CSI: 0.826
Max Web CSI: 0.391
Wgt: 81.9 lbs
VIEW Ver. 19.01.00A.0618.16
TERMS and CONDITIONS CUSTOMER ("a0)
eer reference sheet before use. Undoes othendss
:noneer), the seal on any TDD represents an a¢
I
1
SEAT PLATE RED.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
H 737 !- /- 1454 /274 1218
1 578 /- /- /307 1288 (-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
1 Brg 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. Camp.
A-B 115 -337 C-D 597 -985
B-C 496 -98B D-E 0 0
Maximum got 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
Manuel Martine; P.E.
4047182
4620 PaANe sDr
St Cloud, R. 34771
In the
mmrt[wiNAl Pud Tn mewa.
Job Truss Truss Type Qly, Ply 02/12/2020
AHHS3B I B04 HIPM 11 1 I
3384"
3E
Loading Criteria (ten
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: 25.00It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 8
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 calling use puriins
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 puriins to any chords above or below fillers
at 24' OC unless shown otherwise above.
10'6' i 5'8- -j
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
Wind
Wind loads based on MWFRS with additional G&C member design.
Right end vedical not exposed to wind pressure.
"WARNING" Please thoroughly review the "A-1
eft deshan eammetBS and Ralf notes an tha, Tome Di
TERMS
16'2"
=_5X6 113X4(R)
D E
SEAT PLATE REQ.
14'8'
T
1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too L/defl L#/
Gravity Non -Gravity
VERT(LL): -0.040 C 999 360
Loc R+ / R- I Rh / Rw / U / RL
H 737 /- /- /452 1434 /258
VERT(CL): 0.064 C 999 240
HORZ(LL):-0.008 F - -
I 578 /- /- 1302 /414 A
HORZ(TL): 0.014 B - -
Wind reactions based on MWFRS
Creep Factor. 2.0
H Erg Width = 6.0 Min Req = 1.5
Max TC CSI: 0.423
1 Erg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.710
Bearings H & I are a rigid surface.
Max Web CSI: 0.404
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 84.7 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
A-B 85 -426 C-D 414 -695
B-C 619 .886 D-E 452 -617
Maximum Bat 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
foes.
seal on anv Too
.1.. Willa tlwwrMlxn ramlceNnNL1 RMTnitvs.
Manuel Martinez, P.E.
# 047182
4020 ParkV,ew Dr
St Cloud, I'L 34771
Job Truss Tms9 Type City Ply 02/12/2020
AHHS3B I B05 HIPM I 1 11 2653
7.r
354# 191if 181p to
�BG'6 ��2D'6 2' T 1T4
f 9�'
SEAT PLATE REQ. SEAT PLATE Mo.
Loading Criteria tpaq
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 h2
C&C Dist a: 3.00 It
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 #2:
Bot chord 2x4 SP 2400f-2.OE 22 2x4 SP M-30:
Webs 2x4 SP #3
:L1 Slider 2x6 SP #2: BLOCK LENGTH or 2.750'
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 61 plf at 0.00 to 61 pit at 8.50
TC: From 31 pit at 8.50 to 31 pit at 16.17
BC: From 20 plf at 0.00 to 20 pit at , 8.65
BC: From 10 pIf at 8.65 to 10 plf at 16.17
TC: 354 lb Conc. Load at 8.53
TC: 181 lb Conc. Load at 10.56,12.56,14.56
BC: 422 Ib Conc. Load at 8.53
BC: 122 lb Conc. Load at 10.56,12.56,14.56
Purlins
In lieu of structural panels or rigid calling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 8.50 16.17
BC 69 0.00 16.17
Apply puriins 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.
Please thoroughly review the'A.1 ROOF
ters and read notes on this Truss Design Di
I be used for the TOD to be valid. Asa Tm:
14'e'
1fi"Y
i
422#
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
GENERAL TERMS
12-4 i 1224
122p
Defl1CSl Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.113 C 999 36
€ERT(CL): 0.191 H 112 24
HORZ(LL): 0.060 B - -
HORZ(TL): 0.126 B - -
Creep Factor. 2.0
Max TC CSI: 0.705
Max BC CSI: 0.966
Max Web CSI: 0.755
Wgt: 81.9lbs
VIEW Ver. 19.01.00A.0618.16
T
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
1 1294 1- l- 1- /924 /-
J 1394 A A /- /1002 J-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
J Brg Width = 8.0 Min Req = 1.6
Bearings I & J are a rigid surface.
Bearings I & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 187 -592 C - D 1157 -1597
B-C 1584-2145 D-E 1157 -1697
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
1- H 1960 -1434 H - G 1983 -1439
A-1 588 -177 G-F 10 -7
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
I - B
1525 -1764
D - G
625 -573
C-H
450 -94
G-E
1982 -1436
C - G
352 -482
E - F
1009 -1318
Conbsdor. All notes set out h the Mo and the P.
farce. TPI-Idfineslheresponslbllifiesanddui
paNes lnvdved. The Spedalry Engineerty NOTNe
rm Truss System Engineer' f anybuiksg. All nrvtaiiad femrs ae as defined in TPN.
M1 RMTnmvn-Rnrurl,ufim MlM1iaNnimmt Nw,vL,mi. to runNTXM v#M,tnuvmmxn mm,iaF'vn NA.1 RMTn-
Manuel Martine; P.E.
# 047182
4620 Pa*Vim Dr
St Cbud, FL 34771
Job
Truss
Truss Type
Oty
Ply
AHHS3B
B06
HIPM
1
1
02/12/2020
261g„
a�a
14'4
SEAT PLATE RED. SEAT PLATE RED.
)-1'6' _l_ 20'8' t
Loading Criteria (poll Wind Criteria
Code 1 Mist; Criteria
Deg1CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In loc Udefl L/#
Gravity Non-Gravlty
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.102 1 210 360
LOG R+ I R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.171 D 999 240
J 1153 !- I- 1745 1563 /298
BCDL: 10.00 Risk Category: II
FT/RT:10(0y10(10)
HORZ(LL): 0.048 C - -
K 815 !- !- 1423 1444 1-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.067 C - -
Wind reactions based on MWFRS
Mean Height: 25.00 it
WAVE
Creep Factor. 2.0
J Erg Width = 8.0 Min Req = 1.5
NGELoad ton: BCDL: 5.0 psf
Max TC CSI: 0.697
K Erg Width = 8.0 Min Req = 1.5
Du:
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.531
Bearings J 8 K are a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist: h/2 to h
-
Bearings J & K require a seat plate.
C8C Dist a: 3.00 ft
Max Web CSI: 0.978
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 127.41bs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
B-C 88 -667 D-E 494 -1004
Lumber
A-B 52 0 E-F 512 -978
Tap chord 2x4 SP 2400F2.0E :T2 2z4 SP #2:
C - D 825 -1452 F - G 565 - 893
:T3 2x4 SP M-30:
Bat chord 2x6 SP 24OOf--2.OE :B2 2x6 SP #2:
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
J-B 757 -102 1-H 0 0
Purlins
J -1 1330 -976
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Maximum Web Farces Per Ply (Ibs)
Chord Spaciril oc) Stari(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
TIC 24 14.33 22.17
BC 120 0.00 22.17
B-C 1212-1169 I-G 1048 -663
Apply pudins to any chords above or below fillers
D - 1 423 -467 G - H 560 -746
at 24' OC unless shown otherwise above.
F - I 408 -244
Wind
Wind loads based on MWFRS with additional C&C member design
Right end vertical not exposed to wind pressure.
'A-1 ROOF TRUSSES ("SELLER-. GENERAL TERMS and
to be valid. As a Truss Design Engineering (i.e. Spedalty Engineer), to seal on an
ass depicted on the TOO only, under TPI-1. The design assumptions, loading cond'N
toddled agent or to Building Designer, In the tented of to IRC, to IBC, local bulls
e, Installation and bredng shall be to responsibility of Me Building Designer and Do
y Inlarmation (BSCII publiahed by TPI antl SBCA are referenced fergenerzl guts.
inufadureg unless ether se dented by a Gerund agreed upon In wiling by all part
of any building. All capitalized terms ere as earned in TPI-1.
mnitMxM—aftll xwfnrm.la nmM1IM1I1M wItM1NJnu wrillnn MImISeMn nlMl RnnlTrn—
on
Is Tresa for eny BWlding is the Manuel Martiner, P.E.
tpmval of Ina TDD end any rieltl #D47182
to antl Ne przdkes and 4620ParkVep,Or
.alE
Engineer ititl¢a and dutlea of the T.ss St anus, FL 34771
is NOT Ne
Job Truss Truss Type Oty Ply 02/12/2020
AHHSSB IB07 IHIPM I I1
2626
Eli
176• - °{- 918°
--5X6 =3X4
D E
1111.5X4
F
SEAT PLATE REG. SEAT PLATE REG.
�-1 '6 j 20W
Loading Criteria (es0
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FTlRT.10(Oy10(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: 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
Bat chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purlins
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 12.50 22.17
BC 87 0.00 22.17
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
`%YARNING°' Please thoroughly aevlew rhe'A-1
Vent' design parameters and read notes on this Truss D
22'2°
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.084 C 999 36i
VERT(CL): 0.168 C 999 24i
HORZ(LL):-0.030 B - -
HORZ(TL): 0.060 B - -
Creep Factor: 2.0
Max TC CSI: 0.810
Max BC CSI: 0.966
Max Web CSI: 0.734
Wgt: 114.1 Ibs
VIEW Ver. 19.01.00A.0618.16
GENERAL TERMS and CONDITIONS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- !Rh !Rw /U /RL
K 978 1- !- /581 1374 /218
L 823 /- !- /430 1479 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 23 -282 D-E 714 -1064
B-C 837-1430 E-F 0 0
C-D 682-1168
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
K - J 1303 -963 I - H 1303 -967
A-K 290 -3 H-G 720 -542
J-1 1303 -957
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
K-B 1013-1342 H-E 473 -231
J-C 105 -4 E-G 718 -954
C - H 265 -257 F - G 139 -120
D-H 172 -5
ass otheanise defined by a ConVad agreetl upon in darting by all pad
All capitalized tames are es defined in TPI.1.
,l.I,—In— la o.M. wllnnul lM..n ne-I.Inn nl MA an lTnee¢xa.
any Building is the I Manuel Manua; P.E.
a Too andany geld 40471112
d the practices and 4620 ParM"Or
b defies; of me Truss St Chad, FL 34771
NOTthe
Job Truss Truss Type City I Ply 02/12/2020
AHHS3B I B08 I HIPM 1 1 I 2630a
a�5
L SEAT PLATE REQ.
1016° 1 11'8°
20'8°
22'2°
1111.5X4
SEAT PLATE REQ.
Loading Criteria (psn Wind Criteria
Code I Mlsc Criteria
Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): -0.079 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 !- !- /578 /603 1258
BCDL: 10.00 Risk Category: ll
FTIRT:10(0)/10(10)
HORZ(LL):-0.018G - -
L 823 /- !- /426 /569 /-
EXP: C Kzl: 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 Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.735
L Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.955
Bearings K 8 L are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to hl2
Bearings K 8 L require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.705
Loc. from not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 116.9 lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi:
i: 0.18 .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
C - D 839 -1313
Top chord 2x4 SP #2
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. Chords Tens. Comp.
Puffins
K-J 1262-1045 I-H 1214 -858
In lieu of structural panels or rigid ceiling use pudins
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
er TPI-1.lhe design assumptions, loading senldons, suileblldy and use ofihis Truss for any Building is to Manuel Marines, P.E.
goer, In the coots#of NelRC, the lBC, local bu8ding mdeeM TPI-1.'reapplaw"the TDI and airy field #047182
11be respansibiliy of the Building Designer and Conaadm. All notes set out In the TOD and Ne padices and 4620 Payee or
TPland SBCAerereferencedforgenemlguidanw. M-1defnestberesponstbllitles and du0es of Ne Tmss St Cloud, FL 34771
A by a Convect agreed upon In wrong by all parties Involved. The Specialty Engineer Is NOT the
Job
AHHSSB
Truss Truss Type I'll
Ply
B09 I HIPM 11 I
02/12/2020
2645
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'
W
174MbQ1a 181tt 181 1614 /81 1814 181p
j_ 66' -i 13'a'
SEAT PLATE REe. SEAT PLATE REQ.
)-1'6' .- 2016'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: C Kzt: NA
Mean Height: 25.00It
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
Lumber
Top chord 2x4 SP 2400f-2.OE
Bot chord 2x6 SP 24001-2.0E
Webs 2x4 SP #3 :W3 2x4 SP #2:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.750'
Code I Mist; Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0v10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
--(Lumber Dur.Fac. 1.25 ! Plate Dur.Fac. 1.25)
TC: From 61 pit at 0.00 to 61 pit at 8.50
TC: From 31 pit at 8.50 to 31 pit at 22.17
BC: From 20 pit at 0.00 to 20 pit at 8.50
BC: From 10 pit at 8.50 to 10 pit at 22.17
TC: 174 lb Conc. Load at 8.50
TC: 181 lb Conc. Load at 9.15,11.15,13.15,15.15
17.15,19.15,21.15
BC: 300 lb 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
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(n)
TC 24 8.50 22.17
BC 68 0.00 22.17
Apply pudins 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.
Please Momughly reviev the -A-1
[am and read notes on Nis Tmss Di
As
T
1
122p 1224 122N
122p 1
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In loc Udefl U#
Gravity Non -Gravity
VERT(LL): -0.221 C 999 360
Loc R+ / R- / Rh l Rw l U I RL-
J 1838 /- /- 1- 11315 1-
16'ERT(CL): 0.338 1 723 240
HORZ(LL): 0.059 B - -
K 1998 /- !- P 11421 I-
HORZ(TL): 0.102. B - -
Wind reactions based on MWFRS
Creep Factor: 2.0
J Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.856
K Brg Width = 8.0 Min Req = 1.7
Max BC CSI: 0.980
Bearings J 8 K are a rigid surface.
Max Web CSI: 0.876
Bearings J 8 K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 119.0 lbs
Chords Tens.Comp. Chords Tens. Camp.
VIEW Ver. 19.01.00A.0618.16
A-B 1296-2077 C-D 2592 -3624
B - C 2571 -3531 D - E 2592 -3624
TERMS and CONOMONS CUSTOMER
serreferencesheetbefore use. Unless o .
Engineer), to seal on any TDD represents.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
J -1 3288 -2383 H - G 3303 -2379
A-J 2011 -1240 G-F 32 -29
I-H 3303 -2379
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C -1 298 0 G - E 3880 -2768
C-G 407 -230 E-F 1417 -1795
D-G 1108 -982
ACKNOWLEDGMENT' rmm.
Spy 6mldn91sihe Manuel Marine; P.E.
e TOO end eny6eld "047182
id the predlces and 4620 PadMew or
ld duties of the Truss St Cloud,R. 34771
NOT the
MA-1 RnafTnixwv.
The
Job Truss Truss Type Qty Ply 02/12/2020
AHHS3B I CJ1 I JACK 1 8 1 zass,
12
4
B
2X4(A1) A
315
Loading Criteria (ps0 Wind Criteria
Code I Mlsc Criteria
DefIICSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/de8 Up
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Still: 2014
VERT(LL): 0.000 - - 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.000 - - 240
B 35 /- /46 125 132 126
BCDL: 10.00 Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): 0.000 - - -
C 21 /- /46 /11 /6 /39
EXP: C Kzt:.NA
Plate Type(s):
HORZ(TL):0.000 - - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 25.00 ft
WAVE
Creep Factor. 2
B Brg Width = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
0.
Max TC CSI: 0.019
C Brg Width = 1.5
Load Duration: 1.25 BCDL: 5.0 psi
"
Max BC CSI: 0.007
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Chords Tens.Comp.
C&C Dist a: 3.00 It
Max Web CSI: 0.000
Loc. from endwall: Any
Wgt: 4.2 Ibs
A - B 55 -117
GCpI: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.16
Maximum Hot Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord 2x4 SP p2
A-C 140 -49
Hot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 8 0.36 1.00
Apply pudins to any chords above or below fillers
at 24` OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
••..• BEARING ANALOG MODIFIEDI
form.
on Me T00 only, under TPl-1. The design assumptons, loading conditions, suitablltty end use of this Truss for any Building Is [ha Manuel Mar ne P.E.
darihe BuOtling DesigneyNNe mmeM of NeIRC, NeIBC, local bolding cotle and TPl-1. Theapproval pltlre TDD and anyfieltl 9047162
and bracing shall be Me heMb biliry of the Building Designer end Contractor. Nlnolesseloutinihe TDD end the practices end 4620 PatkYew or
(BSCI) publish" by TrPI and SSCA are referrenced for general guidance. TPI-1 defines Me he^ponslbilities antl dNues of Ne Tmss
..-.-.. ..A—. ,....,_.......... �.... ..-.....-......... ._ _.,..-. ........_. r. ._ St Cloud, FL 34771
RW T,a
Job
AHHS3B
Truss Truss Type
CJ3 (JACK
l y 102/12/2020
1
2469
Loading Criteria (P"q
TCLL: 20.00
TCDL: 10.00
SCLL: 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
Sot chord 2x4 SP #2
Webs 2x6 SP #2
i
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb 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 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
12
4 p
SEAT PLATE REQ.
1'6"
C
2-0"12 1 11 "4 —i
i3'�
fi
11
Code I Misc Criteria
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in lot L/defl LHi
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.019 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
F 389 /- /- /321 1208 /73
Rep Factors Used: Yes
VERT(CL): 0.037 E 661 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.006 C - -
D - 09 1- /59 /85 /-
Plate Type(s):
HORZ(TL): 0.013 C - -
C - /-85 1-, /41 f75 A
WAVE
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 = -
Searing F is a rigid surface.
Wgt: 11.91bs
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
I.Chords
VIEW Ver. 19.01.00A.0618.16
Tens.Comp. Chords Tens. Comp.
A-B 75 -179 B-C 19 -40
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 telling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on Ml with additional C&C member design.
fleese Moroughly review the -A-1
39 and read notes on MI5 Truss M
be usedforthe TDDto be valid. A
Maximum Sot 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
TERMS and COMMONS CUSTOMER ('BUYER') ACKNOWLEDGMENT farm.
xer reference sheet before use. Unless othoWse stated on Me MD. only Alolne
on
.1
Manuel Marne P.E.
# 0471112
4620 ParkView Dr
St Cloud, R. 34771
dol din TPI-1.
M"Mwll�"n nwmicem NAf RMTnnvn.
Job Truss Truss Type Qty I Ply 02/12/2020
AHHS3B ICJ5 JACK 8 1 ,, . W
Loading Criteria (asp
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 Sld: ASCE7-10
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 ft
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 rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 60 0.00 5.00
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12 C
SEAT PLATE REQ.
1'6" --
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(Ou10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
5'
Defi/CSI Criteria
PP Deflection in loc L/defl L#/
VERT(LL): -0.040 B 962 36(
VERT(CL): 0.032 B 999 24(
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: 21.7lbs
VIEW Ver. 19.01.00A.0618.16
GENERAL TERMS and CONDmONS CUSTOMER
11
LO
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 316 /- /- 1233 /148 1122
D 52 1- !- 128 A l-
C 76 /- P /25 1100 (-
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. Chards 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 564 -411
and
del amrTn—
Manuel MaNnea P.E.
# 047182
4620 PadNew Or
St Gaud, R. 34771
Job
AHHSSB
Truss Truss Type Cry Ply
CJ7 I JACK 14 1
02/12/2020
2633
Loading Criteria (pap
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCSCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
3
SEAT PLATE REQ.
�— 1'6"
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 list
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 fit
Loc. from endwell: not In 4.50
GCpl: 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'
Purling
In lieu of structural panels or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.00
Apply putting 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.
DefIICSI Criteria
PP Deflection In loc Lidefl L/#
VERT(LL): -0.121 B 516 36(
VERT(CL): 0.115 B 545 24(
HORZ(LL):-0.084 B - -
HORZ(TL): 0.094 B - -
Creep Factor: 2.0
Max TC GSI: 0.548
Max BC CSI: 0.404
Max Web CSI: 0.175
Wgt: 27.3 Ibs
VIEW Ver. 19.01.00A.0618.16
o0F TRUSSES (-SELLER-). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') AC
Ign Drawing (Too) and the Specialty Engineer referenm sheet before use. Unless otherwise stated on
a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance c
the TDD only, under TPI-1. The design assumptions, loading candidate, suitability and use of IN. Tru:
rthe Bugding pesigner, in Ne mntew oldre IRC, the IBC.Ixal building rude antl TPI-1. The appreva
d brecingshalibelheresponsitylityofihe Building DesigneraM ConVaCor. AgnMessatotaintheT
'Cl) putherad by TPI and SECA are referenced for general guidance. TPI-1definestheresponsibgi
sat otherwise defined by a Contract agreed upon in wdgng by all paNes hvdved. The Specialty Englm
[a]
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh / Rw / U / RL
E 381 A 1- 1264 /188 1172
D 92 A I- 150 /4 1-
C 137 /- A /52 1163 /-
Wind reactions based on MWFRS
E Brig Width =8.0 Min Req =1.5
D Big 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. Chords Tens. Comp.
E- D 0 0 A- E 773 -429
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E-B 712 .529
Manuel Mal P.E.
#Itl
4620ParkVi Dr
St Cloud, R. 34771
Job
AHHS3B
Truss Truss Type City I Ply
HJ5 HIP 2 1
02/12/2020
2480.
Loading Criteria (pap
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
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: It
EXP:C Krt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h12
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.OE
Bot chord 2x4 SP 2400f-2.OE
:Lt Wedge 2x6 SP #2:
Special Loads
---(Lumber Dur.Fac =1.25 / Plate Dur.Fac= 1.25)
TC: From 2 pit at 0.00 to 2 pit at 9.13
BC: From 2 pif at 0.00 to 2 pit at 9.13
TC: 70lb Cone. Load at 1.46
TC: -38 lb Conc. Load at 4.29
TC: 152lb Conc. Load at 7.12
BC: 42lb Conc. Load at 1.46
BC: -75 Ib Conc. Load at 4.29
BC: 104lb Conc. Load at 7.12
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 75 0.00 9.13
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
704 -38#} 152#
�- 1'5"8 t 2'9"15 mot-- Z9115 t ZG'3 -)
12
SEAT PLATE REQ.
2-0.11
9'1"9
B
i f i
75p
42# 104#
Code 1 Misc Criteria
Def1ICS1 Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L#t
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.042 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
A 382 /- /- /- 1358 1-
Rep Factors Used: Varies by Ld C
111ERT(CL): -0.045 C 999 240
FT/RT:10(0)110(10)
HORZ(LL):-0.056 C - -
C 109 /- /- /- 146 /-
Plate Type(s):
HORZ(TL): 0.058 C - -
B 85 /- /- !- 1153 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.318
A Brg Width = 11.3 Min Req = 1.5
Max BC CSI: 0.289
C Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Wgt: 32.2 Ibs
Beadng A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.16
Chords Tens.Comp. .
A-B 42 -35
"WARNING" Please thoroughly review Me 'A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS
lerify design parameters and read notes on this Truss Design DmWng (rDD) and am Specialty Engineer reference sheet before to
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 0 0
ACKNOWLEDGMENT' form.
by a Conbad agreed upon In uniting by all pad
a as defined in TPM.
vl w!M... npmL aYn d11 RatlT.-
Manuel Martinez, P.E.
4047192
4620 ParkView Dr
St Cloud, FL 34771
Job Truss
AHHS3B HJ8
Truss Type City Ply
HIP_ 12 11
02/12/2020
2639
Eli
D -1'518 -z9.15 3t5 -•1�r9.15 _}^-2e•16 Z�rO-s--{
SEAT PLATE REQ.
� 2-0.11
}
429 i -75M
Loading Criteria maq
Wind Criteria
Code / Mlsc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 10.00
Risk Category: II
FT/RTAO(OU10(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
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 3.889'
Special Loads
-(Lumber Dur.Fac =1.251 Plate Dur.Fac=1.25)
TC: From 2 pit at 0.00 to 2pit at 11.96
BC: From 2 pit at 0.00 to 2 pit at 11.96
TC: 70 lb Cone. Load at 1.46
TC: -38 It, Conc. Load at 4.29
TC: 152lb Conc. Load at 7.12
TC: 2731b Conc. Load_at 9.94
BC: 42lb Conc. Load at 1.46
SC: -751h Conc. Load at 4.29
BC: 104 Ib Conc. Load at 7.12
BC: 184 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid calling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 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.
Please Us mughly review the •A-1 ROOF TRUSSES (•SELLER•), GENERAL TERMS and
tars and mad notes an We Truss Design Draning TDD) and me Specialty Engineer reference
I be Used for the TDD m be valid. As a Truss Desian Enalneedna (i.e. SonclaW Enalneerl. the
+ 184
1044!
DeB/CSI Criteria
PP Deflection in foe Udefl L/#
VERT(LL): -0.046 C 999 36
FAERT(CL): 0.054 C 999 24
HORZ(LL):-0.010 B - -
HORZ(TL): 0.019 B -
Creep Factor. 2.0
Max TC CSI: 0.970
Max BC CSI: 0.985
Max Web CSI: 0.311
Wgt: 51.8 Ibs
VIEW Ver. 19.01.00A.0618.16
C
T
N
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 451 /- /- /- 1478 !-
E 300 1. 1- /- /216 1-
D 174 /- /- /- 1185 /-
Wind reactions based on MWFRS
G Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 132 -214 C-D 75 -60
B - C 720 -482
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
G-F 465 -712 F-E 0 0
A - G 204 -120
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 644 -280 C - F 743 -485
ty of We 800ding Dasgner and Canimdar. All name
arereferenmdforgenealguldance. TPI-ldefines
d agreed upon In writing by all patties involved. The
in TPI-I.
w fta nwmlzzinn MA-1 Rmf Tn=RR.
as I Manuel Martinez P.E.
fold 9047182
and 4620 Parkuew Dr
Tnru St cloud, FL 34771
Jab Truss Truss Type City I Ply 02/12/2020 247,%
AHHS3B I J7 I EJAC 17 1 "
Loading Criteria (,.b
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.
{� 1'6"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 fl
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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Ll 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) Stad(ft) End(ft)
BC 75 0.00 6.50
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C
M
T
(V
1
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Bid: 2014
VERT(LL): -0.096 B 589 360
Loc R+ I R- I Rh / Rw / U / RL
E 364 A A /255 /177 /159
Rep Factors Used: Yes
VERT(CL): 0.087 B 647 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.066 B - -
D 82 A /• l45 A /-
Plate Type(s):
HORZ(TL): 0.074 B - -
C 122 /- I- /45 1147 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.475
E Erg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.351
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.165
C Erg Width = 1.5 Min Req = -
Beadng E is a rigid surface.
Wgt: 25.9 Ibs
Bearing E requires a seal plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.16
Chords Tens.Comp, Chords Tens. Comp.
A-B 449 -709 B-C 38 -88
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING" Please
on this Toss D.
D to be vand. As
Maximum Bat 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
tom.
Manuel Manna RE
4047182
4620 ParNm Or
St C4wd, FL 34771
mrmlx. a 11w T—
The approval 01
t out in Me7DD
Job
AHHS3B
Truss Truss Type QFl
y
ly
J8 I EJAC 111 I
02/12/2020
2463
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 °
SEAT PLATE REQ.
- 1 '6n
i 8-6-
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: 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
Lumber
Top chord 2x4 SP 240Of-2.OE
Bol chord 2x4 SP 2400f-2.0E
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750'
Purlins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacingon 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 / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(Ov10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING-
C
Deg/CSI Criteria
A Maximum Reactions (Ibs)
PP Defection In loc Udell Lt#
Gravity Non -Gravity
VERT(LL):.0.158 B 509 360
Loc R+ / R- / Rh / Rw / U / RL
E 437 /- I- 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 /- I- 82 /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.
Wgl: 32.9 Ibs
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
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
E-D 0 0 A-E 916 -533
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
E - B W5 -657
by a
0
MA-1RmfTn—
an acceptance of Ne professional engheedn
I use of Nis Truss for any Building is Ne Manual McNne; P.E.
1. Tiieappmvelofdre TDDendenyftd d047182
seloutinMeTDDendespradloesand 4620ParWey Dr
Vie resp eWiiues and dWss of the Truss yy Claud, FL 34771
Job Truss Truss Type Qty I Ply 02/12/2020 3445.
AHHS3B J8B I MONO I1 1
Loading Criteria (pe0
TCLL: 20.00
TCOL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.26
Spacing: 24.0"
Ty
0
i 677 1'8"9 ---{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL 6.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not In 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400r-2.0E
Bet chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Sllder2x6 SP #2: BLOCK LENGTH = 2.750'
Plating Notes
Al plates are 2X4(C6) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purins
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" CC unless shown otherwise above.
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)110(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' Pleasethomughlyreviewthe'A-1 ROOFT
unify design parameters and read notes on this Tmss Design Dre
onnector plates shall be used for the TDo to be valid. As a Truss
8'6"
Oefl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.041 B 999 36(
VERT(CL): 0.052 B 999 241
HORZ(LL):-0.028 B - -
HORZ(TL): 0.034 B - -
Creep Factor: 2.0
Max TC CSI: 0.162
Max BC CSI: 0.097
Max Web CSI: 0.171
Wgt: 35.7 Ibs
VIEW Ver. 19.01.00A.0618.16
the seal on ery TDo represents an in
leading conditions, suitability and use
IBC, local bolding code and TPI4. T
i
1
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 350 /- /- /245 /131 1148
H• 56 1- 1- /29 129 (-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 76.0 Min Req = -
Bearings G & G are a rigid surface.
Bearings G & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
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
Manuel Mufinez P.E.
#047182
4620 ParkVmv or
St Claud, Fi. 34771
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 @ TIC & BC
ach Corner Jack's
(2) 16d Toe Nails
)) TIC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34948
772-4094010
ALTERNATE DIAGONAL BRACING TO THE BOTTDM CHORD
1' - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES 2
24' D.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - IEd 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) - IEd NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\BRACE AND THE TWO TRUSSES ON
\ EITHER SIDE AS NOTED. TOENAIL
\BLOCKING TO TRUSSES WITH (2) -
\ IOd NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
V(5) - IOd COMMON WIRE NAILS.
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 WINO SPEEDS 12D MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED S' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
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 IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
I TRUSS
.. _ I __ STUD
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 STDTL04.1
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
"REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS."
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-a-
OPTION NO. T - 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 (0.113" 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 #2, 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. LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X0.131'=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 NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
i
BASE TRUSSES
VALLEY
TRUSS
(TYPICAL)
L
L
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
ATTACH ZX4 CONTINUOUS 42
SYP TO THE ROOF W/ TWO
SIMPSON SOS25412 (1W X 4.5-)
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
_E END, COMMON
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7.05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 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•X 0.131'=10d
�j 2. WOOD SCREW= 3• SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24. O.C. MAXIMUM) AND SECURE PER DETAIL
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
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 ROOF
F TRUSCIE LVD. 6. NAILING DONE PER NOS -01.
GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772409-1010 TRUSS
VALLEY TRUSS y II I I II II II BASE TRUSSES
(TYPICAL) II11
11J� GABLE END, COMMON
TRUSS, OR GIRDER
P r VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO
SIMPSON SDS25300 (1/4- X 3-)
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
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.
JULY 17, 2017 11VnL_L_L_ I vL_ I Lj L_ 1llIL
(HIGH WIND VELOCITYI
STDTL07 ,
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-409-1010
ATTAI
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD =50 PS
MAX SPACING = 24' O.C. (BASE AND W
SUPPORTING TRUSSES DIRECTLY UND., vnLLo I . n
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
NON BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/10d NAILS, G' D.C.
VER'
STUC
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
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) - lOd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
VERTICAL
2X6 SP OR SPF
STUDf2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
(4) Ed NAILS MINIMUM,
3X4= PLYWOOD SHEATHING TO
2X4 STU SPF BLOCK
V
* DIAGONAL BRACING 1Fi(L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-S 24' MAX.
IN
I
/
/
1OT .
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
f-1
SYSTEM.
4.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IDd NAILS SPACED 6' O.C.
5.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0' O.C.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IOd 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. pIAG.
BRACE
9.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10.
10d AND 16d NAILS ARE 0131'X3L' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE OS-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
I DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#31STUD
12'0.C.
3.8-10
5-6-11
6.6-11
11.1-13
2X4SP#31STUD
16'0.C.
3.3-10
4-9.12
6-6-11
9-10.15
2X4 SP#31 STUD
24'O.C.
2-8.6
341-3
5A-12
8-1.2
2X4SP#2
12'0.C.
3-10-15
5811
6-6-11
11-8-14
2X4SP42
16'O.C.
3-6-11
4-9.12
6-6-11
2X45P#2
24'0.C.
3-1A
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 10d NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
AILS lOd
TRUSSES @ 24' O.C.
-2X6 DIAGONAL BRACE
SPACED 48' G.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
IOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
ROOF HEIGHT =30 FEET
BORC
190 MPH STUD DESIGN IS BASED
OF LOAD INCREASE: 1.60 CONNECTION OF BRACI
FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / 1-BRACE MUST COVER SOX OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2XB T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 ]-BRACE
2X6
2X6 T-BR ACE
2X6 [-BRACE
2X8
2X8 T-BRACE
2X8 1-BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL1O
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT I5 PLACED ON TOP OF THE BOTTOM CHDRO, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (OD NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) SC WEB WITH (3) - 10d AB WITH (3) - 10d
NAILS (0.131, X 31) NAILS 10.131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - IOd
NAILS (0131' X 3')
USE METAL FRAMING J Z ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK r (TYPICAL SPLICE) � (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA1
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (OD NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
Al ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER 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 THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
DF
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
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
ce
p
J
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 359 WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 845 (LB/NAIL) X 1.15 (000 = 291.5 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
45.000
SIDE VIEW
(20) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
9 1 .I
FEBRUARY 17, 2017
UPLIFT TOE -NAIL DETAIL
STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
0
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
.162
72
58
39
37
25
J
O
.128
54
42
28
27
19
F
Z
Z
OJ
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
in
J
N
Q
H)
Z
.120
51
39
27
26
17
('
Z
.128
49
38
26
25
17
O
J
.131
51
39
27
26
17
s
O
.148
57
44
31
28
20
M)
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000.
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 (DOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 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 2XG BEARING WALL
NEAR SIDE
FAR Sl
IE
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 BLVD.
FORT PIERCE, FL 34946
772-069-1010
1.5 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 STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVO.
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(2'-6")
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
J
FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 1S% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
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 2X41 THREE
ROWS FOR 2XG) SPACED 4' O.C. AS SHOWN (131' OIA. X 31.
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER 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
e\
•I9d NAILS NEAR SIDE
+I0d NAILS FAR SIDE
2" `t,1pt
• BREAK
S' MIN
X' MIN
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
00 NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR 15 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).
FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTLI6
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-40-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' O.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, [IF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (14B' DIA. X 3') SPACED S' O.C.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PEP.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
JOb:Ez16
RECEIVED
Level:1 Stud Spacing:Z Width: 12'
' Job Name:
ode1:3 BEDROOM
Bundle: First Stud Location: VI l"4 Height: 7'11"
Job Addres
�A=A-# ROOF Designer J
THU55E5 Designer C
•FlOP��°"
: , " 'r7
son Smittrt=® d".1 �.
de: JS
ST, LUCIR conty, Nrmi€€Iflo
Label: N01 Stud Length: 7W Weight 0.0 Ibs
Diagonal Distance: la'4"e BF: 0.0
Page: 111of 1
Dale: 01110/20:
i 12'
RO = 3'1" x 6'9"8
FH = 6'9"8
Top Cr. =1a"8
(1st O.C. Cr. @ 76)
Material List
Label
Type
Description
aty
Length
A
Bottan Plate
2x4
SPF
#1/#2(PT. Borate)
1
12'
B
Top Plate
2x4
SPF
#1/#2
1
12'
C
King Studs
2x4
SPF
#1/#2
2
7' 8"
D
Trimmers
2x4
SPF
#1/#2
2
6' 8"
E
Bot Header Sill
2x4
SPF
#1/#2
1
3'4"
F
Header Cripples
2x4
SPF
#1/#2
2
10"8
G
Stud
2x4
SPF
#1102
6
7' 8"
H
Stud Flat
2x6
SPF
01/#2
1
7'8"
i�
Width Fly/Hold L Miter R Miter . L Bevel R Bevel
e copy
N01
Job: EZ1011
Level: 1 Stud Spacing: 2'
Width: 12'
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: VI V4
Height: 7'11"
z
Job Address: . "
Label: NO2 Stud Length: Tfr'
Weight 0.0 Ibs
A-f ROOF
Designer: Jason Smith
Diagonal Distance: 14'4"8
BF: 0.0
Designer ner Code: JS 9
er�
Page: 1 of 1
RO = 3'1" x 6'9"8
FH = 6'9"8
RO = 3'1" x 6'9"8
FH = 6'9"8
12'
Top G. = fire Top Cr. =10`8
(In O.C. or. ®1'Y14) (W O.C.Or. ®17T)
i`
Material List
Label Type
Description
aty
Length Width Fly/Hold L. Miter R Miter L Bevel R Bevel
A Bottom Plate
2x4
SPF
#11#2(PT-Borate)
1
12'
B Top Plate
2x4
SPF
#1/#2
1
12'
C. King Studs
2x4
SPF
#11#2
4
7'8"
D Trimmers
2x4
SPF
#11#2
4
618"
E Bot Header SIII
2x4
SPF
#1/02
2
3'4"
F Header Cripples
2x4
SPF
#1/#2
3
10"8
G Stud
2x4
SPF
#1/#2
3
7'8"
H Stud Flat
2x6
SPF
#11#2
1
T8"
NO2
Job: EZ1011
Level:1 Stud Spacing: 2'
Width: 9.9"
Job Name: Model:3 BEDROOM
Bundle: First Slud Location: 1'11"4
Height: T11"
Job Address: , "
Label: NO3 Stud Length: 7'8"
Weight 0.0lbs
�=/C-1 ROOF
Designer: Jason Smith
Diagonal Distance: 12'6"11
BF: 0.0
1TRUSSE5
Designer Code:JS
Page:1 of 1
•awaww�aawnox
Date: 01/1/10/2020
r`
Material List
Label Type
Description
Qty
Length Width Fly/Hold L Miter R Miter L Bevel R Bevel
A Bottom Plate
2x4 SPF #1/#2(PT-13orate)
1
9.9"
B Top Plate
2x4 SPF #1/#2
1
9.9"
C Stud
2x4 SPF #11#2
6
7'8"
NO3
Job: EZ1011
Level: 1 Stud Spacing: 2'
Width: 12'
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 1'l1"4
Height: T71"
Job Address: , "
Label: N04 Stud Length: T8"
Weight: 0.0 lbs
_L
Designer: Jason Smith
Diagonal Distance: 14W8
BF: 0.0
A-1 ROOF
=TRussE5
Designer Code: JS
.�mmoennw
Page:1 Or 1
RO = 3'1"x 6'9"8
FH = 6'9"8
i 12' 1
Material List
Label
Type
Description
Qty
Length
A
Bottom Plate
2x4
SPF
91102(Fr- Borate)
1
12'
B
Top Plate
2x4
SPF
#11#2
1
12'
C
King Studs
2x4
SPF
#11#2
2
7'8"
D
Tr [me rs
2x4
SPF
#1/#2
2
8' 8"
E
Bot Header Sill
2x4
SPF
91/#2
1
3'4"
F
Header Cripples
2x4
SPF
#1/#2
2
10"8
G
Stud
2x4
SPF
#1/#2
8
7' 8"
H
Stud Flat
2x4
SPF
#1/#2
1
7' 8"
r,
Width Fly/Hold L Miter R Miter L Bevel R Bevel
in
=A-t ROOF
TRU55E5
•vww�mnvaiunoh
Job: EZ701'I
Job Name: Model:3 BEDROOM
Job Address: , "
Designer. Jason Smith
Designer Code: JS
Level: 1 Stud Spacing: 2'
Width: 7'1"12
Bundle: First Stud Location: 511"4
' Height Tl1"
Label: NOS Stud Length: 7'8"
Weight 0.0 lbs
Diagonal Distance: 10'e"
BF: 0.0
RO = 4'1 "4 x 6'9"8
FH = 6'9"B
7'1"12
Top Cr. =10'8
(1st O.C. Cr. a T6)
i�
Page: 1 of 1
1'0" '
4068-BF-NL
5'740
1'3"
5'11' 4
Material List
Label
Type
Description
Oty
Length Width FlyfHold L Miter R Miter L Bevel R Bevel
A
Soft= Plate
2x4 SPF #1/#2(PT-Borate)
1
7' 1"12
B
Top Plate
2x4 SPF #11#2
1
7' 1"12
C
King Studs
2x4 SPF #1/#2
2
7'8"
D
Trimmers
2x4 SPF #1/#2
2
6' B-
E
Bot Header Sill
2x4 SPF 911#2
1
4'4"4
F
Header Cripples
2x4 SPF #11#2
2
10"8
G
Stud
2x4 SPF #1102
3
7'8"
N05
Job: EZ1011
Level:1 Stud Spacing: 2'
Width: 12'
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 911.4
Height: T11"
Job Address: , "
Label: N06 Stud Length: Tit"
Weight 0.0 lbs
�=A-1 ROOF
Designer: Jason Smith
Diagonal Distance: 14W8
BF: 0.0
r=TRUSSE5
Designer Code: JS
•n�.swaoozlnp.,
Page:1 of 1
Date: 01/102020
RO = 4'1"4 x 6'9"8
FH = 6'9"8
RO = 3'1"x 6'9"8
FH = 6'9"8
12'
Top Cr. 10-8 5'11"2 Too Cc>10•8 11'0"2
(1st O.C. Cr. ®1'32) (1 sl O.C. Cr. ®1'V2)
6"ip 4068-BF-NL 6'1-44 3068-NL
9"10 69" 6'3 911'4
"10 10'101,10
Material List
Label
Type
A
Bell= Plate
B
Top Plate
C
King Studs
D
Trimmers
E
Bot Header Sill
F
Sot Header Sill
G
Header Cripples
H
Stud
I
Block Flat
Description
Oty
Length Width Fly/Hold L Miter R Miter L Bevel R Bevel
2x4 SPF #1/#2(PT-Borate)
1
12'
2x4 SPF #11#2
1
12'
2x4 SPF #11#2
4
7'8"
2x4 SPF #11 #2
4
618.
2x4 SPF #1/#2
1
4'4"4
2x4 SPF #1/#2
1
3-4-
2x4 SPF #11#2
3
10"8
2x4 SPF #1/#2
7
7'8"
2x4 SPF #11#2
6
1'
N06
Job: EZ1011 Level: 1 Stud Spacing: 2' Width: 1'8'8
Job Name: Model:3 BEDROOM Bundle: First Stud Location: 0' Height: TI1"
Job Address: , " Label: N07 Stud Length: 7'8" Weight: 0.0 lbs
�=cA-1 ROOF
Designer: Jason Smith Diagonal Distance: 8'1"3 BF: 0.0
TRU55ES Designer Code: JS
•vux®nmxcovnnox Page: 1 of 1.__.
Material List
Label
Type
A
Botlan Plate
B
Top Plate
C
Stud
Description
2x4 SPF #1/92(PT-Borate)
2x4 SPF 91/#2
2x4 SPF #1/#2
�— 1'8„6
Oty Length
2 7' 6"
Width Fly/Hold L Miter R Miter L Bevel R Bevel
N07
Job: EZ1011
Level:1 Stud Spacing: 2'
Width: 5'11"2
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 3'11"4
Height: T11"
=_
Job Address: , "
Label: NOB Stud Length: TO"
Weight: 0.0 lbs
Designer: Jason Smith
Diagonal Distance: 9'10"11
BF: 0.0
U
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�.TRUSSE5
Designer Code: JS
•ncaoncaarownox
Page: 1 of 1.__.
I - 5'11"2
6" 3'11' 4
Material List
Label Type
Description ',
Qty
Length Width Fly/Hold
A Bottum Plate
2x4 SPF 91/#2(PT-Borate)
1
5' 11"2
B Top Plate
2x4 SPF #1/#2
1
5' 11"2
C Stud
2x4 SPF #1/#2
5
7' 8"
L Miter R Miter L Bevel R Bevel
Job: EZ1011
Level: I Stud Spacing: 2'
Width: 278
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 1'l1"4
Height: 7'11"
=_
Job Address: , "
Label: N09 Stud Length: T8"
Weight 0.0 lbs
Ema
=A-1 ROOF
Designer: Jason Smith
Designer Code: JS
Diagonal Distance: e'41
BF: 0.0
TRU55E5
•�canro"m
Page:1 of 1
i 2'78-I
Material List
Label Type
Description
Qty
Length Width Fly/Hold L Miter R Miter L Bevel R Bevel
A Bolton Plate
2x4 SPF #1/ #2( PT- Be ra te)
1
2'7"8
B Top Plate
2x4 SPF #1/#2
1
2'7"8
C Stud
2x4 SPF #1/#2
3
7'8"
D Stud Flat
2x4 SPF #1/#2
1
TO"
N09
Job: EZ1011
Level: i Stud Spacing: 2'
Width: 7710
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: l'l1"4
Height: 7'11"
A
Job Address: , "
Label: N10 Stud Length: 71"
Weight 0.0 lbs
ROOF
Designer: Jason Smith
Diagonal Distance: 11'
BF: 0.0
-AIEE
PYRU55E5
Designer Code: JS
Page: 1 of 1
•ammswnvonnnox
7'7"10
Material List
Label Type
Description
Qty
Length Width Fly/Hold L Miter R Miter L Bevel R Bevel
A Bottom Plate
2x4 SPF #1/#2(PT-Borate)
1
7'7"'10
B Top Plate
2x4 SPF #1/#2
1
7'7"10
C Stud
2x4 SPF #11#2
7
7'e"
N10
Job: EZ1011
Level: 1 Stud Spacing: 2'
Width: 2'4"
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 1'l l"4
Height: 7'11"
Job Address: , "
Label: N71 Stud Length: 7'8"
Weight:0.0 lbs
�=—^=A-1 ROOF
Designer: Jason Smith
Diagonal Distance: 8'31
BF: 0.0
=TRUSSES
Designer Code: JS
AFwowmxroxnmx
Page: 1 of 1__
I-- 2'4" -I
Material List
Label Type
Description
Qty
Length Width Fly/Hold
A Bottan Plate
2x4 SPF #1/#2(PT-Borate)
1
2'4"
B Top Plate
2x4 SPF #1/#2
1
2'4"
C Stud
2x4 SPF #11#2
3
7' 9"
L Miter R Miter L Bevel R Bevel
N11
Job: EZ1011
Level: 1 Stud. Spacing: 2'
Width: 5'0"2
Job Name:'Model:3 BEDROOM
Bundler First Stud Location: 111"4
Height: 7'11"
Job Address: , "
Label: N12 Stud Length: TV"
Weight 0.0 lbs
=A-1 ROOF
Designer: Jason Smith
Diagonal Distance:'9'4'7
BF: 0.0
TRU55E5
Designer Code: JS
eeo,memmw M
Page: 1 of 1
5'0"2
1'11'4 3'11'4
Material List
Label Type Description Qty Length Width Fly/Hold
A Botton Plate 2x4 SPF #1/#2(PT-Borate) 1 5'0"2
B Top Plate 2x4'SPF #1/#2 1 5'0"2
C Stud 2x4 SPF #1/#2 4 7' 9"
L Miter R M(ter L Bevel R Bevel
N12
Job: EZ1011
Level:1 Stud Spacing: 2'
Wdth: 11N0"12
Job- Name: Model:3 BEDROOM
Bundle: first Stud Location: l'11"4
Height: T11"
Job Address: ,.'"
Label: N13 Stud Length: TB"
Weight 0.0 lbs
Designer: Jason Smith
Diagonal Distance: 14'3"8
BF: 0.0
V TRUSSES ROOF
Designer Code: JS
9
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♦maroncamownau
Page: 1.of1
_ _... _.___
11'10"12
Material List
Label Type
Description
Oty
Length Width Fly/Hold. L Miter R Miter L. Bevel R Bevel
A Bottom Plate
2x4 SPF 91/#2(PT-13orate)
1
11' 10"12 '
B Top Plate
2x4 SPF #11#2
1
'11'10"12
C Stud.
2x4 SPF #11#2
8
7'8"
D Block Flat
2x4 SPF #1/02
3
1'
N13
Job: EZ1011
Level: 1 Stud Spacing: 2'
Width: 2'4"
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: 1'11"4
Height: Tl V
=_
Job Address: , "
Label: N14 Stud Length: 7'8"
Weight: 0.0 lbs
Designer: Jason Smith
Diagonal Distance: 8'3"l
BF: 0.0
�A-1 ROOF
.TRU55E5
Designer Code: JS
•rwnasconcaiunon
Page: 1 of.1
Material List
Label
Typo
A
Bottom Plate
B
Top Plate
C
Stud
i 2'4"
Description City Length
2x4 SPF #1/#2(PT-Borate) 1 2'4"
2x4 SPF #11#2 1 2'4"
2x4 SPF #1/#2 3 7'8"
r`
Width Fly/Hold L Miter R Miter L Bevel R Bevel
N 14
Job: EZ1011 Level: 1 Stud Spacing: 2' Width: 62"10
Job Name: Model:3 BEDROOM Bundle: First Stud Location: VITA Height: 7'11"
Job Address: , " Label: N15 Stud Length: Tit" Weight 0.0 lbs
=A-1 ROOF Designer: Jason Smith Diagonal Distance: 10'0"13 BF: 0.0
=TRUSSES Designer Code: JS
•aamrcawa�una+ Page:1 of 1
RO = 4'1"4 x 6'9"8
FH = 6'9"8
6'2"10 i
Top Cr. -106
list O.C. Cr. ® 1'e•e)
)Z���(1 1)1 11
6
Material List
Label
Type
Description
City
Length Width
A
Bottan Plate
2x4
SPF
#1/#2(PT-Borate)
1
6'2"10
B
Top Plate
2x4
SPF
91192
1
6'2"10
C
King Studs
2x4
SPF
#11#2
2
7' 8"
D
Trimmers
2x4
SPF
#1/#2
2
6' 8"
E
Bol Header Sill
2x4
SPF
#11#2
1
4'4"4
F
Header Cripples
2x4
SPF
#11#2
2
10"8
G
Stud
2x4
SPF
#11#2
3
7' 8"
H
Stud Flat
2x4
SPF
#1/#2
1
7' 8"
n
Fly/Hold L Miter R Miter L Bevel R Bevel
N15
Job: EZ1011
Level: I Stud Spacing: 2'
Width: TY8
Job Name: Model:3 BEDROOM
Bundle. First Stud Location: 0'
Height: 7'11"
.�
Job Address: , "
Label: Nib Stud Length: 0'
Weight 0.0 lbs
Designer: Jason Smith
Diagonal Distance: 6'6"14
BF: 0.0
=A-1 ROOF
J16i=
TRUSSES
Designer Code: JS
enauwQMe WO.
Page: 1 of 1
Date: 01/10/2020
i- 3'3"8
3'
2'1
Material List
Label Type .Description Qty Length Width
A Bottom Plate 2x4 SPF #1/#2(PT•Borate) 1 3.31.8
B Top Plate 2x4 SPF #1/#2 1 3'3"6
C Stud 2x4 SPF #1/#2 4 7'8"
D Stud Flat 2x6 SPF #1/#2 1 7' 6"
E Stud Flat 2x4 SPF #1/#2 1 7'8"
Fly/Hold L Miter. R Miter L Bevel R Bevel
N16
Job: EZ1011
Level: i Stud Spacing: 2'
Width: 6'T'2
Job Name: Model:3 BEDROOM
Bundle: First Stud Location: l'l1"4
Height: 7'11"
Job Address: , "
Label: N17 Stud Length:7'8"
Welgh0 0.0 Ibs
Designer: Jason Smith
Diagonal Distance: 10'3"10
BF: 0.0
A-1 ROOF
A10#e
9TRILlner
Code: JS Designer
Page: 1 of 1
•nmm�co nWON
Dale: 01/1012020
i�
6'7"2
7"
i
6 1111-4 311' 611-4
2'3"4 4'0"12
Material List
Label Type
Description
Qty
Length Width Fly/Hold L Miter R Miter L Bevel R Bevel
A Bottom Plate
2x6 SPF #1/#2(PT-Borate)
1
6'7"2
B Top Plate
2x6 SPF #1/#2
1
6'7"2
C Stud
2x6 SPF #1/#2
10
7'8"
D Block Flat
2x4 SPF #1/#2
3
1'
N17
Job: EZ1011
Level: I Stud Spacing: 2'
Width: 6'2"10
Job Name: Model:3 BEDROOM
Bundle: First Stud location: 0'
Height: 711"
=_
Job Address: , "
Label: N18 Stud Length: 0'
Weight 0.0 Ibs
�=A-/ ROOF
Designer: Jason Smith
Designer Code: JS
Diagonal Distance: 10'0"13
BF: 0.0
=TRUSSES
.��
Page:1 of 1
RO = 4'1 "4 x 6'9"8
FH = 6'9"8
6710
Top di. we
(1st O.C. Cr.® W10)
5'11"2
10'2 4068-BF-NL 515"
1'1"
r,
Material List
Label
Type
Description
Qty
Length Width Fly/Hold L Miter R Miter L. Bevel R Bevel
A
Bottom Plate
2x4
SPF
#11 #2( PT. Be ra te)
1
6'2"10
B
Top Plate
2x4
SPF#1/#2
1
6'2"10
C
King Studs
2x4
SPF
#1/#2
2
7'8"
D
Trimmers
2x4
SPF
#11#2
2
6' 8"
E
Bot Header Sill
2x4
SPF
#1/#2
1
4'4"4
F
Header Cripples
2x4
SPF
#1/#2
2
10"8
G
Stud
2x4
SPF
#1/#2
2
7'8"
H
Stud Flat
2x4
SPF
#1/#2
1
7'8"
N18
729"6
Nv
8'11°3
M
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