HomeMy WebLinkAboutTRUSS ENGINEERINGSCANNED
BY
St. Lucie County
AT,L0RID1�', AORPORATIC}N.
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS. ENGINEERING
BUILDER: ANDERSON-MOORE
PROJECT. RESERVE REALTY BUILDING
COUNTY: ST LUCIE
o
c
LOT/BLK/MODEL:
RESERVE REALTY BUILDING
w
�•
w
r�
w JOB#:
79067
w
MASTER#:
B52722
BILE ®�
OPTIONS:
NO OPTIONS
A,
,a*= A-1 ROOF
TRUSSES
AFLORIDACORPORATION
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 79067 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: ANDERSON-MOORE CONSTRUCTION CO Project Name: RESERVE REALTY BUILDING
Lot/Block: Model:
Address: 9700 RESERVE BOULEVARD, PSL, FL 34945division:
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 7 TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 165
Roof Load: 60.0 psf Floor Load: 0.0 psf
This package includes 49 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet. I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2722
A01
1/23/20
13
2752
A14
1/23/20
25
2703
CJ5
1123/20
2
2404
HC7
1/23120
14
2749
A15
1/23/20
26
2617
CJ5A
1123/20
3
2725
A02
112320
15
2586
A16
1/23/20
27
2598
D01
1/23120
4
2728
A03
112320
16
2691
A17
1/23120
28
2589
D02
112320
5
2731
A04
123/20
17
2611
A18
1/23120
29
2608
D03
1/23120
6
2734
A05
1123/20
18
2781
A19
1/23120
30
2716
HJ7
1/23/20
7
12740
1 A08
1/2320
1 19
12619
1 B01
12320
1 31
12778
1 HHA
1/23120
8
2743
A09
1/23/20
20
2677
B02
123120
32
2708
J7
1/2320
9
2775
A10
12320
21
2576
C01
123120
33
2578
HA
1/2320
10
2761
All
1/2320
22
2609
CO2
123/20
34
2612
PBOt
112320
11
2758
Al2
123120
23
2697
CJt
1/2320
35
2613
P802
1/23120
12
2755
A13
123/20
24
2700
CJ3
1/2320
36
2614
PB03
1/23120
Thetruss drawng(s) referenced to a oeenprepared byPtpire ErgtreeredPmducg, trc. uMermydireclsupen/ission bored on the paamelers prcMded byA-1 Roof -trusses, Ltd.
Truss Design Engineer's Name: William M. Ranieri l q/`_' 5(.5Z \
My ricense ren
ewal date for the stale of Florida is February 28,2021. REVIEWED FOR
NOTE The seal on these drawingsindimte acceptance of professional engineering
resCOMPLIANCE
ponsbi tysoletyforthetrumwniponmtsshown, 0®®� C COUNTY
'� C1 OU1
The suitability and use of components forany particular building is the responsbTdy0ITku*AJCIE NT Y�/
desgneqpuANSrrPN Sect
The'huss Design Dowhlg(s)(TDD[s]) efeerced have been prepared based on the construction BOCC
documents (also referred to at lanes asShuctural Engineering Documents) provided bythe BU11d'or9
Desgnerindicating the nature and characterofthework.
The design criteria therein have been transferred to Waam M.RaniedPEby [At Roof Trusses orspecdre
bralkm]. TheseTDDs (also referred to at times as'Structurel Delegated'
Engineering Documents) are specialty structural mngonentdesgnsand may be part of theproject's
deferred or phased submittals. As a Muss Design Engineer(te, specialty
Engineer), the seal here and on the Too represents an aomptanceofprofessional engineering
responsbilllyforthe design of the single Truss depicted on the Too only. The Building Designer's
responsbleforand shag coordinate and review theTDDs for
compatibility with the'uwdtten engineering requbenents. Please review allTDDs and all related notes.
Page 1 of 2
M.
OF
William M.Ranlet, PP.
1036GreenW6od Frvd,Ste4r3r
Lake Mary, FL 327Cf
rI=
k"
ty wJGan M.11aNeh Gf lFlliy G3IWIm24F, f'It
Li 9itail ,forted b
J y
M7 ..
Wiiiiarnl Ranieri
Date: 2020.01 .23 12:23:41
�= A-1 ROOF
TRUSSES
AFLORIDACORPORATION
RE: Job 79067
No.
Seq #
Truss Name
Date
37
2616
PB04
1/23@0
38
2615
PB05
1/23120
39
2584
Vol
1123/20
40
2591
V02
1/23/20
41
2577
V03
1/23120
42
2583
VO4
1123120
43
2590
V05
1/23/20
44
2599
V06
1/23/20
45
2595
V07
1/23/20
46
2592
V08
1123/20
47
2630
V09
1/23120
48
2594
VM02
1/23/20
49
12587
1 VM04
1/23/20
50
STDL01
STD. DETAIL
1/23/20
51
STDL02
STD. DETAIL
1/23120
52
STDL03
STD. DETAIL
1123Y20
53
STDL04
STD. DETAIL
1123120
54
STDL05
STD. DETAIL
1123120
55
STDL06
STD. DETAIL
1/23/20
56
STDL07
STD. DETAIL
1/23/20
57
STDL08
STD. DETAIL
1/23/20
58
STOL09
STD. DETAIL
1/23/20
59
STDL10
STD. DETAIL
1/23120
60
STDL11
STD. DETAIL
1/23720
61
STDL12
STD. DETAIL
1/23/20
62
STDL13
STD. DETAIL
1/23/20
63 1
STOL14
STD. DETAIL
1110
64
STDL15
STD. DETAIL
1/23/20
65 1
STDL16
I STD. DETAIL I
V23/20
Lumber design values are in accordance with ANSUfPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job Truss Truss Type Oty Ply 12/23/2019 2722
7906: A01 I HIPM 11 12
r]
321 �5 ] 16M 167# 167# 32g# 3294 a2 329# fig# 329# ng# 167# 167# 167# 167 y �7,g.6 YO'6 2, 1 2' 1 2' i Y + 2' i T + Y y 2' { 2' y Z y 2' + Y y 2, + 2I'1
I--r
SEAT PLATE REQ.
0i
e4X6 a6X6 a4X6
m3X3 se6X6 eadXB E4X12 6X6 `36X6 116x19(R)
7W 253# 25U 2 253# 137# 13]4 13]# 13]# 13]# 13]# 13]k 253# 254 253# 25J
Loading Criteria (pan
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category. II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00It
NCBCLL: 10.00
TCDL: 5.0 pat
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.78It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP 2400f-2.OE :T1 2z4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W5 2x4 SP M-30:
:W6 2x8 SP 2400f-1.8E:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Conflnuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131'x3', min. nails
Top Chord: 1 Row @10.25' o.c.
Bet 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) 1/2' bolts may be used for
(2) 0.131 NY, min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 1.25)
TC: From 103 plf at -1.50 to 103 plf at 7.00
TC: From 52 pit at 7.00 to 52 pit at 37.80
BC: From 20 pit at 0.00 to 20 pit at 7.03
BC: From 10 plf at 7.03 to 10 plf at 37.80
TC: 320 lb Cone. Load at 7.03
TC: 167 lb Cone. Load at 9.06,11.06,13.06,15.06
31.06,33.06,35.06,37.06
TC: 329 lb Cone. Load at 17.06,19.06,21.06,23.06
25.06,27.06,29.06
BC: 706 lb Conc. Load at 7.03
SC: 253 lb Conc. Load at 9.06,11.06,13.06,15.06
31.06,33.06,35.06,37.06
BC: 1371b Conc. Load at 17.06,19.06,21.06,23.06
25.06,27.06,29.06
DeRICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.310 G 999 361
IkiERT(CL): 0.467 G 971 241
HORZ(LL): 0.067 D - -
HORZ(TL): 0.101 D - -
Creep Factor. 2.0
Max TC CSI: 0.437
Max BC CSI: 0.975
Max Web CSI: 0.891
Wgt 504.0 Ibs
VIEW Ver. 19.01.00A.0618.15
Pudins
In lieu of structural panels or dgid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(tt)
TC 24 7.00 37.80
BC 89 0.00 37.80
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
LLER'), GENERAL TERMS and CONDITIONS CUSTOMER
he spedalty Engineer referense sheet Ware use. Unless sham
ping t.e. Spedally Engineer), Ns, seal an any MD represents an
I.I. The design assumptions, Imding conditions, suitability and m
in Ne mntext of the IRC, the IBC, local building cads, and TPI-1.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 5129 /- /- /- /3209 /-
J 5431 /- /- /- 13592 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width =- Min Req = -
Bearing B is a dgid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 33 -19 E - F 3766 -5708
B - C 2778 -4320 F - G 3766 -6708
C - D 2756 -4283 G - H 3766 -5708
D - E 3687 -5616 H -1 2556 -3868
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P 3616 -2329 M - L 3984 -2641
P - O 3599 -2320 L - K 3984 -2641
O- N 3599 -2320 K- J 0 0
N - M 5660 -3724
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
P - D
479 -238
M - H
2O07 -1310
D - N
2340 -1586
H - K
1302 -1773
N - E
576 -693
K - I
4480 -2960
E - M
55 -49
I - J
1657 -2480
G - M
755 -808
1ln edig William M. Ranieri. PE
he R #42704
geld 1035 Greenwood Blvd., Suite 173
Truss I Lake Mary, FL 32746
RmrTucvx
aee
79067
A02
HIPS
2725
a IF
1 9'
SEATPIATEREQ.
1-N
Loading Criteria /psg
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T1
�l
1
E3X10 =H0308 -3X4 --H0308E4X4 =-7X8
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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: h2 to h
C&C Dist a: 3.78 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
-Wind Duration: 9.60— --
Lumber
Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
379'10
Code I Ill Criteria
Dell Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L#I
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.273 P 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 2486 /- A 11096 1774 /293
Rep Factors Used: Yes
VERT(CQ: 0.417 P 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.095 M - -
L 2325 A A /799 1824 /-
Plate Type(s):
HORZ(TL): 0.146 M - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 2.9
Max TCCSI: 0.994
L Brg Width= - Min Req=-
Max BC CSI: 0.978
Bearing B.is a rigid surface.
Bearing B requires a seat plate.
Max Web CSI: 0.755
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 225.41bs
Chords Tens.Comp. Chords Tens. Comp.
19:01:00A:Ofi18.-15
-A-B---67--O--F--G 1720--3732—
B - C 1617 -3689 G - H 1412 -3067
C - D 1551 -3602 H -1 1412 -3067
D-E 1462-3338 I-J 407 -761
E-F 1369-2819 J-K 418 -916
Btaeing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(.e) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use pur ins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 36.00
BC 74 0.00 37.80
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf addifional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
-WARNING-
3meters and mad notes on Mis Tuss Ds
Mall be used for the MD to be valid. As
Me desion of Me sinala buss deoicted or
by.
Maximum Bet Chord Forces Per Ply (Ibs) "
Chords Tens.Comp. Chords Tens. Comp
B - R 2956 -1499 O - N 3766 -1708
R - Q 3564 -1636 N - M 2228 -1024
Q-P 3%4-1636 M-L 0 0
P - O 3766 -1708
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D - R
264 -200
N - i
1386
-517
E - R
1194 -464
I - M
1129
-2375
R - F
585 -1207
M - J
203
-59
F - P
334 -67
M - K
1982
-856
P-G
174 -57
K-L
1041
-2351
G-N
631 -1156
iD repmsems an acceptance oftbe preisoiaiat engineenrg
William M. Ranieri. PE
suitabPty and use of Mis Truss for any Building is Me
FI#42704
cedeand WI-1. Pteappmvalof Me TODandanyfield
1035 Greenwood Blvd., Suite 173
nor. All notes set out In Me TDD and Me 2 pGir and
TPI-t definestheresponsibilibes and dutienorNe Trss
Lake Ma FL 32746
rY
InvWved. The Spetialty Engineeris NOTMe
RmfT —
Job
. 7906
Truss
A03
Truss Type
HIPS
1y 112/23/2019
2 1
2728
SEAT PLATE REQ.
Loading Criteria(cs0
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
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 It
C&C Dist a: 3.78 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30:
Bot chord 2x4 SP #2 :B1 2x4 SP M-30:
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500-
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.00 34.00
BC 66 0.00 37.80
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
"WARNING^ Please thoroughly reWew Me'A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and
edN desien oaremeters and read roles on this Truss Desion Drewine MM and the Snetialh, Enalnear reference st
r5X6(R)
DefIICSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in loc Udefl L#t
Gravity Non -Gravity
VERT(LL): 0.237 F 999 360
Loc R+ / R- 1 Rh / Rw / U / RL
VERT(CL): 0.363 F 999 240
B 2486 /- /- /1121 /772 /326
HORZ(LL): 0.084 L - -
K 2325 /- P /825 1756 /-
HORZ(TL): 0.128 L - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Big Width = 8.0 Min Req = 2.9
Max TC CSI: 0,801
K Brg Wdth =- Min Req = -
Max BC CSI: 0.991
Bearing B is a rigid surface.
Max Web CSI: 0.800
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 225.41bs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 67 0 F-G 1386 -2762
B - C 1607 -3700 G - H 1386 -2762
C - D 1549 -3601 H - I 1387 -2763
D - E 1434 -3225 I - J 690 -1449
E-F 1590 -3221
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B.- Q 2963 -1470 N - M 3235 -1429
Q - P 2678 -1187 M - L 1201 -528
P-O 2678-1187 L-K 0 0
O - N 3235 -1429
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-Q
338 -340
H-M
499 -802
E - Q
425 -62
M -1
2101 -922
E - O
736 -360
I - L
719 -1357
O - F
309 -359
L - J
1914 -842
F - M
317 -649'
J - K
1076 -2307
Engineer), the seal on airy TDO represents an acceptance of me gofesioeul engineeMg William M. Ranieri. PE
;umptiOnS, leading Matrons. suitability and use ofthis Truss for any Building M no FI#42704
e IRC.MeIBQlocelbuildirigmdeand TPl-0. Theappmvalof Me TDDandanyfield 7035 Greenwood Blvd., Suite 173
Building Designer and Contractor. All notes set out in the T00 and Me practices and
eneadfergeneralguidance. TPI-1 defines, the resporroolitles and duties of Me Truss Lake Mary, FL 32746
upon in wnting by all parties involved. The Spec alty Engineer is NOTthe
mr a NA1 Rncffl _c
Job I Was I I runs t ype
79067 A04 HIPS
SEAT PLATE REQ.
Fsfi�
Wq 11 uwrcOu
2731
2 1
r - • r
5710 --{
E5x6
Loading Criteria (pail Wind Criteria
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Defleclion in loc L/defl
L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.187 G 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.287 G 999
240 B 2486 /- !- 11140 f769 1380
BCDL: 10.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.075 M -
- L 2325 /- /- 1845 f752 /-
EXP: C, Kzt: NA
Plate Type(s):
HORZ(TL): 0.114 M -
- Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 ft
WAVE, HS
Creep Factor. 20.
B Br Width = 8.0 Min Re = 2.9
9 q -
NCBCLL: 10.00 TCDL' 5.0 psf
Max TC CSI: 0.931
L Brg Width = - Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf
Bearing B Is a rigid surface.
Spacing: 24.0" MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.988
Bearing B requires a seat plate.
C&C Dist a: 3.78 ft
Max Web CSI: 0.990
Maximum Top Chord Forces Per Ply (Ibs)
' Loc. from endwall: not In 9.00
Wgt: 233.81bs
Chords Tens.Comp. Chords Tens. Comp.
" GCpi: 0.18
---- ' -- -- Wind Duration: t:60--- —
� - -- - ---- — - -
— - -VIEW Ver.'19.01:OOA 0618.15-
-A--B——67--0—F- G 1318--2490---
Lumber
B-C 1511 -3682 G-H 1313 -2560
C - D 1461 -3594 H-1 1313 -2560
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
D - E 1345 -3037 I - J 862 -1476
:T3, T4 2x4 SP 24OOf-2.OE:
E - F 1378 -3003 J - K 855 -1833
Bot chord 2x4 SP MJO :B3 2x4 SP #2:
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - R 2952 -1387 O - N 2255 -982
(a) Continuous lateral restraint equally spaced on member.
R - Q 2949 -1388 N - M 2255 -982
Purlins
Q-P 2949-1388 M-L 0 0
P - O 2753 -1201
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 13.00 32.00
Webs Tens.Comp. Webs Tens. Camp.
BC 80 0.00 37.80
Apply pudins to any chords above or below fillers
R - D 211 0 0-1 665 -177
at 24" OC unless shown otherwise above.
D - P 391 -571 I - M 733 -1544
F - P 937 -376 M - J 375 -148
Hangers l Ties
P-G 331 -522 M-K 1876 -780
(J) Hanger Support Required, by others
G - O 292 -393 K- L 1067 -2284
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
—WARNING- Please
shallb used for to TOD to is, valid. As a Truss[
to design of the single Then depicted on to Too
he er, theta &s authoroed agent er the Bui
induelna handlmn. sterace. inslallagon and btadni
tor. al notes set
TPI-1 defines the
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
,IJob Truss
7906; A05
Truss Type
HIPS
aty y 112/23/2019
2 I ,
2734
SEAT PLATE RED.
15' F
o7X6 1110'SX4 0HH10
n L5X3 EE4X6 E3X4 =4X8 a3X6 ®4X6
1
Loading Criteria (psq Wind Criteria
Code I Misc Criteria
DefIICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10
Code:FBC 2017 RES
PP Deflection in too L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.177 N
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.271 N
999 240 B 2486 /- /- /1152 /767 1434
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.076 K
- - J 2325 /- /- /858 /749 A
EXP: C Kzt: NA
Des Ld: 60.00
Plate Type(s):
HORZ(TL): 0.116 K
- - Wind reactions based on MWFRS
Mean Height: 25.00 it
WAVE, HS
Creep Factor. 2.0
B Big Width = 8.0 Min Req = 2.9
NCBCLL: 10.00 TCDL: 5.0 psf
Max TIC CSI: 0.903
J 8rg Width =- Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.965
Bearing B is a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist: h/2 to h
Bearing B requires a seat plate.
C&C Dist a: ft
Max Web CSI: 0.966
Loc. from dwall: not In 9.00
Maximum Top Chord Forces Per Ply (Ibs)
pi: 0.18
GCpi: 0.18
Wgt 233.81bs
Chords Tens.Comp. Chards Tens. Comp.
Wind Duration: 1.60
VIEW Ver. 19.O1.00A.0618.15 A-B 66 0 E-F 1323 -2853
Lumber
B-C 1476-3678 F-G 1282 -2335
Top chord 2x4 SP M-30 :2x4 SP 2400f-2.OE:
C - D 1433 -3588 G - H 1282 -2335T4
Bat chard 2x4 SP #2
D - E 1283 -2879 H -1 942 -2049
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on member.
B - P 29W -1348 M - L 1625 -649
P-0 29M-1348 L-K 1625 -649
Purlins
O-N 29M-1348 K-J 0 0
In lieu of structural panels or rigid ceiling use pudins
N - M 2320 -957
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 15.00 30.00
Webs Tens.Comp. Webs Tens. Comp.
BC 68 0.00 37.80
Apply puriins to any chords above or below fillers
P - D 279 0 M - H 1129 -486
at 24' OC unless shown otherwise above.
D - N 469 -738 H - K 479 -807
F - N 572 -184 K -1 1899 -759
Hangers ITies
F-M 185 -176 I-J 1059 -2263
(J) Hanger Support Required, by others
G - M 470 -755
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with
42'-high x 24'-wide clearance.
Wnd
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
review ilea -A-1
Ilba Used Vxthe TDDtobevapd. As
design of the single Truss depicted or
CONDITIONS CUSTOMER (-BUYER-)
eat before use. Unless oNeneise stereo on
ounding sole and TPI-1. The approval olthe Too andany Geld
tor. Al Contracl rates set out In the TOO and! ra
did pctices and
Janes. WP ldehnes NerespM billGeseMduliesott eTruss
panes mvplved. The S,dzilty Engineer is NOT Me
William M. Ranieri. PE
FI#42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
aoo
79067
i cuss I truss type ury riy
A08 ATIC 11 1
To<arcufe
2740
o
Loading Criteria (pni
TCLL. 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PULE MO.
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb NA
Mean Height: 25.00It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.78 ft
L= from endwall: not in 9.00
GCpi: 0.18
Wind Duration: t60--
Top chord 2x4 SP 2400f-2.OE
Bat chord 2x8 SP 2400f-1.8E :B3 2x6 SP #2:
Webs 2x4 SP #3 :W5 2x6 SP 24001-2.0E:
:W9, W11 2x4 SP 42:
:Lt Wedge 2x4 SP #3:
1—a1'12—4--j—rlma-j
23aa sap '
T
.5x3
T
1
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc
Udell L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.250 O
999 360
Loc R+ 1 R- / Rh I Rw / U / RL
Rep Factors Used: Varies by Ld C
%RT(CL): 0.462 O
979 240
U 2942 P /- 11163 f768 /488
FT/RT:10(0)/10(10)
HORZ(LL): 0.098 O
- -
M 3055 P 1- 1867 /741 /-
Plate Type(s):
HORZ(TL): 0.190 O
- -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor. 2.0
U Brg Width = 8.0 Min Req = 2.4
Max TC CSI: 0.741
M Brg Width = - Min Req = -
Max BC CSI: 0.795
Bearing U Is a rigid surface.
Max Web CSI: 0.980
Bearing U requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 355.6 lbs
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on member.
-
VIEW Ver. 19.01.00A.0618.15
-A-B-
-78— 0-
G-H-
—1540--3612
Wind B-C
1462-4458
H-1
1540 -3612
D
1315 -3931
I - J
1138 -2516
Wind loads based on MWFRS with additional C&C member des 'Cn
V - E
1333 -3806
J - K
1058 -2944
Right end vertical not exposed to wind pressure. E - F
1847 -5250
K - L
139 -92
F-G
1216-2793
Plating Notes
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
(••) 2 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.00 28.00
BC 120 0.09 37.80
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at 24" oc. or rigid ceiling
Hangers I Ties
(J) Hanger Support Required, by others
Loading
Live loads applied in combination per ASCE 7 sec. 2A.1 use 0.75 factor for multiple
live loads.
Attic room loading from 16-6-0 to 28-6-0: Live Load: 40 PSF. Dead Load: 10 PSF
Ceiling: 10 PSF, Kneewalls: 10 PSF
SCO p iblisbad by TPI and SBCA, are referenced for general guldan
w ottiemse defined by Conrad agreed upon N vrtiting by all par
A eapneraod term. are as defined in TP I.
t h-1— l nMiM1MM W.Na untlm mmAxtim dp1 R.Tn—.
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 3679 -1393 O - N 2504 -637
Q - P 2545 -645 N - M 1804 -549
P - O 2545 -645
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-Q
424 -514
H-S
361
-542
Q-E
578-1361
S-1
1677
-708
Q-R
1887 -803
S-J
287
-373
E-R
1335 -347
S-T
72
-188
R-O
1316 0
J-T
485
-143
R-F
2645 -634
T-N
432
-213
R-S
2269 -706
N-K
1306
-173
F - S
655 -2102
K - M
1042
-3424
G - S
1075 -488
L - M
160
-182
form.
represent.an
Sutioiul
William M. Ranieri. PE
edMind.Mitre an, 15 Meeedig
auMabllity Buitdiigisiba
Maipooval
704
1-use
that'
edaantl TPl-1. TheeDProval Mitre TOD antl enygeld
w od Blvd.,
1035 Greenwood Blvd., Suite 173
Wr. All npleaeetinAIn Om TOoantlwaprackeieM
TPI.1 defines to responabiflies and duties of Me Truss
Lake Mary, FL 32746
ry
evolved. The Spetlaly Engineeris NOTtbe
Joo i russ I cuss I ype Uty My 1 "L23/1019
79067, A09 HIPM 1 2 2743
32" 16s] 167#{{ 32 ++ 32N+ 32g�#+( UN 32 329#{{ ,^33,,,229g##/' 3M+ 329#/ 329# 16]q} 167#+ i6]gy. y
-7'0.6 2'0'e 2'y--7t7^i^7T2'T2'Jt-'T2T 7 T r'T"2T 2'TrT'1
SEAT PLATE REG.
M3X3 QX6 ®OXS s5X8 - X6 =&8 104X10
YWAPI
706# 253p 25M 137q 137# 13]# 137# 137# 137# 13Ti1 137# 13]if 137# 253p 253#
Loading Criteria cp0
Wind Criteria
TCLL: 40.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzb NA
Des Ld: 60.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL' 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.78 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP 2400f-2.OE :T1 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W5 2x4 SP M-30:
:W6 2x8 SP 2400f-1.8E:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131"x3°, min. nails
Top Chord: 1 Row @ 9.50' o.c.
Bot Chord: 1 Row @12.00' o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each raw to avoid splitting.
(1) 1/2° bolts may be used for
(2) 0.131"x3', min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25)
TC: From 103 plf at -1.50 to 103 pIf at 7.00
TC: From 52 plf at 7.00 to 52 plf at 37.80
Be: From 20 plf at 0.00 to 20 pIf at 7.03
Be: From 10 plf at 7.03 to 10 pIf at 37.80
TC: 320 Ib Cone. Load at 7.03
TC: 167 lb Cone. Load at 9.06,11.06.33.06,35.06
37.06
TC: 329 lb Conc. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06,27.06,29.06,31.06
Be: 706 lb Conc. Load at 7.03
Be: 253 lb Conc. Load at 9.06.11.06,33.06,35.06
37.06
Be: 137lb Cone. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06,27.06,29.06,31.06
DeOICSI Criteria
PP Deflection in Ice L/defl LM
VERT(LL): 0.315 G 999 36i
VERT(CL): 0.474 G 956 24
HORZ(LL): 0.068 D - -
HORZ(TL): 0.102 D - -
Creep Factor. 2.0
Max TC CSI: 0.453
Max Be CSI: 0.974
Max Web CSI: 0.912
Wgt: 504.0 Ibs
VIEW Ver. 19.01.00A.0618.15
Pudins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 37.80
Be 88 0.00 37.80
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 5196 1- /- P /3263 /-
J 5503 P /- P /3650 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
J Brg Width= - Min Req= -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-S 33 -19 E-F 3828 -5785
B - C 2823 -4378 F - G 3828 -5785
C - D 2801 -4341 G - H 3828 -5785
D - E 3765 -5715 H -1 2600 -3924
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - P 3667 -2369 M - L 4046 -2692
P - O 3649 -2360 L - K 4046 -2692
O- N 3649 -2360 K- J 0 0
N - M 5768 -3813
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
P - D
467 -223
M - H
2O24 -1323
D - N
2395 -1629
H - K
1405 -1864
N - E
746 -833
K -1
4546 -3012
E - M
20 -18
I - J
1691 -2520
G - M
735 -791
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
"rw r ^r <,<�,<�'� 2775
79067 A10 HIPS 1 2
320# �67#+ 167# 167#
167 167#{ 1fi] 167# 1fi7�(, 16776#{ 767{ 167#{ 16]#` 167#+ i67yy 167# 32
I�-T0'6 �1-jT 2't2'�2. 7 7t7-{-0-r-2-1-7-1-Z4-2't 2' _2'-t2
7
-5XE0 a7X 114X4 a5H10 E6x6
12 D.RX6
To 7�
T
3
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ym A
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✓-I s R 0 P O N M v4X4tE3)I-Ir 1
v5X6 112X4 H05/0 a3X6 e11051002X4 s5X6
SEAT PIATE REQ. SEAT PLATE REQ.
I-q P:q
705# 253# 25Mi 2534 253# 2534 253# 253# 253# 253# 253#' 706#
Loading Criteria (p�
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4AO It
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Dunition: 1.60 -
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)110(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.633 G 834 361
stRT(CL): 0.952 G 554 2&
HORZ(LL): 0.238 J - -
HORZ(TL): 0.358 J - -
Creep Factor. 2.0
Max TC CSI: 0.914
Max BC CSI: 0.996
Max Web CSI: 0.868
Wgt: 512.4 be
VIEW Ver. 19.01:OOA.0618:15
Top chord 2x4 SP M-30 :T2, T3 2x6 SP 2400f-2.OE:
In lieu of structural panels or rigid ceiling use purilns
Bot chord 2x4 SP 2400f-2.0E
to laterally brace chords as follows:
Webs 2x4 SP #3 :W2 2x4 SP #2:
Chord Spacing(in oc) Start(ft) End(ft)
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
TC 24 7.00 37.00
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
BC 63 0.00 44.00
:Lt Splice Block 2x4 SP #3:
Apply pudins to any chords above or below fillers
:Lt Splice Block 2x4 SP #3:
at 24" OC unless shown otherwise above.
:Rt Splice Block 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131'x3', min. nails
Top Chord: 1 Row @12.00" o.c.
Bot 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.
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 103 plf at -1.50 to 103 pif at 7.00
TC: From 52 pif at 7.00 to 52 pif at 37.00
TC: From 103 plf at 37.00 to 103 pif at 45.50
BC: From 20 plf at 0.00 to 20 pif at 7.03
BC: From 10 plf at 7.03 to 10 ptt at 36.97
BC: From 20 plf at 36.97 to 20 pif at 44.00
TC: 320 lb Gonc. Load at 7.03,36.97
TC: 1671b Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.06,21.06,22.94,24.94,26.94,28.94,30.94
32.94,34.94
BC: 706 lb Conc. Load at 7.03,36.97
BC: 253 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.06,21.06,22.94,24.94,26.94,28.94,30.94
32.94,34.94
Wind
Wind loads and reactions based on MWFRS.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- IRh /Rw /U /RL
B 5904 /- !- /-
/3619 /-
T 5904 /- /- /-
13619 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.4
T Brg Width = 8.0 Min Req = 2.4
Bearings B & T are a rigid surface.
Bearings B & T require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
A-B- 33--18- G-H-
4aS7-_-7571
B - C 3114 -4946 H -1
2575 -4082
C - D 3077 -4833 I - J
3077 -48S3
D - E 2575 -4082 J - K
3114 -4946
E-F 4857-7571 K-L
33 -18
F - G 4857 -7571
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - S 4093 -2575 P - O 6759 -4333
S - R 6759 -4333 O - N 6759 -4333
R - O 6759 -4333 N - M 6759 -4333
Q - P 6759 -4333 M - K 4033 -2575
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-S
2069-1277
P-H
952 -614
S-E
2052-3122
H-N
547 -311
E-R
547 -311
H-M
2052 -3122
E-P
952 -614
I-M
2069 -1277
G - P
366 -495
William M. Ranieri. PE
FI#42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job truss Truss Type City Ply 1223/2019
7906; A11 (HIPS 1 1 I 2761
T
1P
�9. } 26'
-3X4 =4X6 =3X4
SEAT PLATE RED.
=3X4 =4X6=4X6 -3X8 =4X6-4X6 -3X4
Loading Criteria (psrl
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing:24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.40 It
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30
Bot chard 2x4 SP M-30
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
At Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Pudins
In lieu of structural panels or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 35.00
BC 70 0.00 44.00
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C8C member design.
SEAT PLATE RED.
gii�
DeB/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too L/defl L(#
Gravity Non -Gravity
VERT(LL): 0.468 H 999 360
Loc R+ / R- / Rh / RW / U / RL
VERT(CL): 0.713 H 740 264
B 2864 /- I- /1208 11071 /322
HORZ(LL): 0.153 O - -
V 2864 /- /- /1208 11071 /-
HORZ(TL): 0.233 O - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 3.4
Max TC CSI: 0.698
V Brg Width = 8.0 Min Req = 3.4
Max BC CSI: 0.950
Bearings B 8 V are a rigid surface.
Max Web CSI: 0.992
Bearings B 8 V require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 254.81bs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A - B 67 0 H -1 2449 .5186
B - C 1951 -4335 I - J 2263 -4724
C - D 1884 -4243 J - K 1829 -40M
D - E 1828 -4025 K - L 1883 -4243
E - F 2262 -4724 L - M 19W .4335
F- G 2449 -5186 M- N 67 0
G - H 2449 -5186
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 3483 -1385 R - Q 4777 -1845
U - T 3402 -1236 Q - P 3402 -1241
T - S 3402 -1236 P - O 3402 -1241
S - R 4777 -1856 O - M 3483 -1421
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-U
217 -131
R-1
557
-229
E - U
287 -27
I - Q
587
-1066
E-S
1777 -795
Q-J
1777
-795
S - F
587 -1066
J - O
287
-32
F-R
557 -229
O-K
217
-131
H - R
373 -622
"WARNING" Please MamugW mvm the -A-1 ROOF TRUSSES(°SELLER), GENERAL TERMS and CONDITIONS CUSTOMER CBUYER) ACKNOWLEDGMENT'foml.
Verity design paametea and reed notes on Ws Truss Design DmWn, MD) and Me Specialty Engineer reference sheet before use. Unless otervdse stated an Me MD. only Alpli
wnnedaplatesslullbeuwdfwMeTDDl Mb rid. As aTiuss Design Engineering he.Specialty Engineer), Me seal on any TEED represents an acceptance oftbe professional englneeNg
William M. Ranieri. PE
reeponsibilgy forte design of Me single Truss depicted on Me TED only, under TM-1. The design assumptions, loading wMlbons, suitability and use of Ws Truss for any Building is Me
FI#42704
responsibldyof Me Gram, Me Owners autoral agent ate Building Designer, in Maconte d Otto ERG, Me IBC, Iooal building ootle and TPLt. The approval of to TDO and any geld
1035 Greenwood Blvd., Suite 173
use of to Tmss, Inducing madling, storage, installation and badng shall be Me responsibiGtyof Me Building Designer and Conbador. All nines set out in to MD and Me pectkes and
guidelines of Me Budding Component Safety slormapon(BSCI) published by TPI and SBCA are referenu.M fwgeneml guidance. TPI-1 defines Me respenstifides and dWesofte Tress
Lake Mary, FL 32746
Designer, Specialty Engineer and Toss Manufacturer, unless oMervise defined by Contact agreed upon M wmdrg by all pates tvolved. The Spedahy, Engineer Is NOT Me
Building DesigrworTmse gyslem Eng'v arotary building. All ®p'lal'vatl temla ale es defined in TPI-1.
LmvMAtOMMA Mt RMTwu,w_ pn,mWrfM NNkhnumN. N aw Wm. k nIMWXMriNuun Mawinan mmJnxNn dYt RMTnuvu.
79067
,r-
Al2 HIPS
i 11' -i 22•
SEAT PLATE REQ.
F6�
%7X6(R) =3X4 —4X6 101.SX4
E F G H
1 1 --- -- - 2758
{ tr-
N7XSIR)
Ill 1.SX3 =3X4 -H0308 =4X4 m4X8 -H0308 =3X4 IIII.5X3
SEAT PLATE REQ.
Loading Criteria (paq Wind. Criteria Code I Misc Criteria
Def1ICSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc L/defl L1# Gravity
Nan -Gravity
TCDL: 10.00 Speed: 165 mph TPI Sid: 2014
VERT(LL): 0.365 H 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.557 H 948 264 B 2864 /_ P
11230 /959 1376
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.149 K - - V 2864 /- /-
/1230 /959 !-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.228 K - - Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 it WAVE, HS
Creep Factor. 2.0 B Brg Width = 8.0
Min Refit= 3A
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.9V Br Width=8.0
Min Raft 3A
Load Duration: 1.25 BCDL: 5.0 psf
BC CSI: 067 Bearings B & V are a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist: h/2 to InMax
.967
Bearings B & V require
a seat plate.
C&C Dist a: 4.40 It
Max Web CSI: 0.795
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 6.50
Will 257.6 lbs Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60 ---
-- - VIEWVer. 19.0100AO 0618:15 -A—B-- -67— --0
-G -H- --2073- -4226
Lumber -
- - B - C 1853 -4322
H -1 2073 -4227
C - D 1804 -4229
I - J 1794 -3899
Top chord 2x4 SP M-30
D - E 1794 -3399
J - K 1802 -4229
Bot chord 2x4 SP M-30
E-F 2061 -4226
K-L 1867 -4320
Webs 2x4 SP#3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
F- G 2073 -4226
L - M 67 0
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B - U 3483 -1316
Q - P 3265 -1147
Purlins
U-T 3480-1316
P-O 3265 -1147
T - S 3266 -1137
O - N 3480 -1352
In lieu of structural panels or rigid ceiling use pudins
S - R 3266 -1137
N - L 3483 -1352
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
R-Q 4236-1569
TC 24 11.00 33.00
BC 81 0.00 44.00
Maximum Web Forces Per Ply (Ibs)
Apply purtins to any chords above or below fillers
Webs Tens.Comp.
Webs Tens. Comp.
at 24' OC unless shown otherwise above.
U-D 149 -25
H-Q 477 -749
Wind
D-T 250 -260
Q-1 132D -583
Wind loads based on MWFRS with additional C&C member design.
E - T 344 -85
1-0 348 -85
E - R 1300 -571
O - J 250 .266
R-F 471 -756
J-N 148 -26
F-Q 122 -118
"WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES("SELLER•), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT -form.
Verify design paremetere and read rotes on Mis Trans Design Drmrirg (TDD) eM Ma Specialty EngNeerreference sMet beMre use. Unless omervAse stated on the TDD, Doty Alpan
William M. Ranieri. PE
wnnertwplatessha usedforMeMDtobevalld. AsaTruss Design Engineeringo.e.Spealty Engineer),Mesealwr MDmpresentwa=ptawdo epMesslavlenglneenng
responsibilityforthe dWgn of the singleTmss depleted on Me Too only, under TPN. The deslgn assumptbns, loading m l6Ms, suilabJityand use of this Tmssfor any aulldMg is Me
FI#42704
responslbllityof Me Omer, Me Ownees authorized agent orthe Building Designer, in Me torten of Me 1RC, Me IBC, local building mtle and TPl4. Theapprovalofthe'mOand arty geld
1035 Greenwood Blvd., Suite 173
use of the Truss, [reading handling, storage, installation and braung shall be Me nesponsibilly of the Building Designerand Contactor. All notes set e,d In Me TDD and Me padices end
Lake Ma FL 32746
Mary,
guidelines of Me Building Component Safety Information (BSCI) puNished by TPI and SBCA as referenced for general gadance. TPI-1 defines Me respanslbi ides end duties of Me Tress
Deslgner,Sp.d.hy Englneerand Truss M.vu durer,unlessoMerw.sedeMedbyaC =dagreedupo hM ungbyallp Meshvdvetl. The Sperlaly Engirrceris NOT Me
aulNing DesgrwaTruss System Engineer ol�rty building AO rapiYL'¢ed tame are as defined MTPp1.
GrnMMO'1af6 F1 RMTructrts—RemMutin nlnw,4rvmnl. in mnfmm.ummNTXM wNn,llMwntm rrmuna'vn NLt
pMT,uc�m.
Job I was
79067, A13
A F� W
111.5X3
SEAT PLATE RED.
Truss Type City Ply 12/23/2019
HIPS 1 1
18, {
a5X8 as
3X4 w4X6 m1.5X4 -15XB
F T3 G H 1 T3 J
V
m3%4 as4X6
as3X4
m3X8
a'-4X6 ts3X4
13,
111.5X3
2755
SEAT PLATE RED.
Loading Criteria (,q Wind Criteria Code 1 Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10 Code:FBC 2017 RES
PP Deflection in loc Udefl L#t
Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph TPI Sid: 2014
VERT(LL): 0.341 1 999 360
Loc R+ / R- / Rh / Rw / U ! RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.520 1 999 264
B 2864 I- /- 11246 1955 /430
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.154 M - -
X 2864 /- !- /1246 1955 /-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 60.00
HORZ(TL): 0.234 M - -
Wind reactions based on MWFRS
Mean Height: 25.00 it WAVE
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 3.4
NCBCLL: 10.00 TCDL: 6.0 psf
Max TC CSI: 0.940
X Brg Width = 8.0 Min Req = 3.4
Load Duration: 1.25 BCDL 5.0 psf
Max BeCSI: 0.978
Bearings B & X are a rigid surface.
Spacing: 24.0' MWFRS Parallel Dist: hl2 to h
Bearings B & X require a seat plate. '
C&C Dist a: 4.40 ft
Max Web CSI: 0.770
Loc. from endwall: not In 13.00 it
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Wgt: 268.E Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 67 0 H-1 1842 -3628
Lumber
B-C 1827-4355 I-J 1843 -3629
Top chord 2x4 SP M-30 :T3 2x4 SP #2:
C - D 1787 -4263 J - K 1732 -3721
Bat chord 2x4 SP M-30 :B2 2x4 SP #2:
D - E 1698 -3745 K - L 1697 -3745
Webs 2x4 SP#3
E-F 1731 -3712 L-M 1788 -4263
:Ll Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
F - G 1834 -3614 M - N 1827 -4355
:Rt Slider 2x6 SP #2: BLOCK LENGTH= 1.500'
G-H 1842-3628 N-O 67, 0
Bracing
Maximum Bat Chord Forces Per Ply (Ibs)
(a) Continuous lateral restraint equally spaced on member.
Chords Tens.Comp. Chords Tens. Comp.
Puffins
B-W 3514-1294 S-R 3093 -1025
In lieu of structural panels or rigid ceiling use purlins
W-V 3511 -1294 R-Ci 3093 -1025
to laterally brace chords as follows:
V - U 3094 -1012 Ci - P 3511 -1328
Chord Spacing(in oc) Start(ft) End(ft)
U-T 3094-1012 P-N 3514 -1328
TC 24 13.00 31.00
T - S 3635 -1259
Be 73 0.00 44.00
Apply puffins to any chords above or below fillers
Maximum Forces Per Ply (Ibs)
at 24' OC unless shown otherwise above.
Webs Tens.Comp. Webs Tens. Comp.
Wind
W-D 219 0 I-S 386 -592
Wind loads based on MWFRS with additional C&C member design.
D - V 366 -504 S -J 895 -404
F-V 420 -148 J-Ci 423 -148
F - T 883 -397 Ci - L 366 -504
T-G 380 -599 L-P 218 0
G-S 144 -141
"WARNING" Please thoroughly review Me -A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER CBUryER°)ACKNOWLEDGMENT' farm.
redly design pammdea and mad mtes on this Tress Design Drawing (TDD) and Me Spedally Engineer reference sheet before use. Unless oNeralise stated an the TDO, only Npine
onneclorplatesstWlbeuseWMeMObbevalid. AsaTruss Design Engineerng(I.e.Spcial4Engireer),MesealonanyMDmpresen6anacceplenreofMepmfessloralenginwh,
William M. Ranied. PE
esponsllaliyforlhe design of Me single Truss depleted on to Too only, under TPI-1. The design assumptions, loading condfions, suilabilgyand use ofMis Tress for any Building is Me
R#42704
asponslbliity of Me Omer, Me Owner's aumarbsed agentor Me Building Designer, in Me tomcat oflhe IRC, Me IBC, local building mde and TPl-1. The apparalof Me ME, and anyfieltl
ae of Me Tress, Including handling,stapoo ge, inslalladon and among shall he Me reseibilry dihe Building Designer and Contressi AllsolessetmnIn Ma TDDend Meprztlkssand
1035 Greenwood Blvd., Suite 173
uideiinesol Ma Building Composent5a ylnlom bon(BSCI)Wbllshedby TPland SBC mMfeMna tWgenealguidanm. TPI-1 defines Meresponsbailibas and duslesofNeTress
Lake Mary, FL 32746
resigner, Sped lly Engineer and Truss Manufadami, unless oNenaim defined by Gonad agreed upon In ending by all parses In dwell. The Spedalty Engineer Is NOTMe
luilding Me gnerar Tmss Sy tem Engineuofa, Wbu g. All aaphallied terms are as defined In TPl-1.
'mrM�lOM18 M1 RMTnww.e—R,unh„an nlµb,nvaun,mL N my 4m,.lartMavNM VO�odawwnitm mrtnlx+Nn N41 RMTnuvae_
doo Truss Muss type
79067 A14 HIPS
i is
SEAT PLATE REQ.
07x6
F
wry rly -IL ZZVr u ro
1 1
-14' F 15' -
m1.5X4 s27X6
G H
1111.5X3 m4X6aa3X4 ae3X8 m3X4 m4X6 101.5X3
ij
2752
„
SEAT PLATE REO.
Ter
11'6�
Loading Criteria (ran Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Defection in loc Udell L14 Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.311 G
999 360 LOG R+ I R- ! Rh I Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.474 G
999 264 B 2864 A P 11257 /952 1484
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.159 N
- - U 2864 A !- 11257 1952 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.243 N
- - Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 3.4
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CST: 0.698
U Brg Width = 8.0 Min Req = 3.4
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0959
Bearings B & U are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
.
Bearings B & U require a seat plate.
C&C Dist a: 4.40 ItMax
Web CST: 0.750
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from not in 13.00It
Wgt: 259.01bs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
pi: 0.18
Wind Duration: 1.60 -
- - -
- " VIEW Ver.-19.01:00A.0618.15 -A--B 66- - 0 - G-H -1703 -3247
Lumber
B - C 1792 -4360 H - I 1664 .3554
C - D 1760 -4267 I - J 1625 -3585
Top chord 2x4 SP M-30
T
Tot
D - E 1629 -3555 J - K 1761 -4266
chord 2x4 SP #2
E-F 1664 -3514 K-L 1791 -4359
Webs 2x4 SP#3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
F - G 1703 -3247 L - M 66 -0
:Rt Slider 2x6 SP 42: BLOCK LENGTH = 1.500'
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B - T 3512 -1258 Q - P 2929 -905
Putting
T-S 3509-1258 P-O 3508 -1290
In lieu of structural panels or rigid ceiling use putting
S - R 3509 -1258 O - N 3508 -1290
to laterally brace chords as follows:
R - Q 2929 -891 N - L 3511 -1290
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.00 29.00
Maximum Web Forces Per Ply (Ibs)
BC 69 0.00 44.00
Webs Tens.Comp. Webs Tens. Comp.
Apply putting to any chords above or below fillers
at 24" OC unless shown otherwise above.
T - D 272 0 Q - H 527 -296
D - R 464 -697 H - P 537 -185
Wind
F-R 5W -186 P-J 462 -696
Wind loads based on MWFRS with additional C&C member design.
F - Q 527 -296 J - N 272 0
•
G - Q 437 -708
Me -A-1 ROOF TRUSSES ('SELLER'), GENERAL
.a...,.a_... F..-.e...«,..,........--e.".,,,,, uF,,....-,-, ,..a William M. Ranieri. PE
a Truss Design Engineeringp.e.Sp dalty Englneer),iMsealwarty TDDmpresen5anaa ptanmof Neprofesdanelen lure Hng
Ne TDD only, underTPl4. The design assumptions, leading conditions, suilabsityard useofthis Truselarany Buildbgls0e R#42704
r the Building Deslgner,In Necanterdof NaIRC,NeIBC,localbulWingm03WTPI-1. Theappmvaletthe TDDendenyfeid 1035 Greenwood Blvd., Suite 173
id bredng shall be the responsibility of Me Building Designer and Conbador. All notes set out in Me MD and Me pradlces antl Lake Ma FL 32746
�SCI)publishetl by TPI and SBCAare referenced rorgeneral guidance. TPI.1defnestheresp sHoliGesarddadesof the Thuss rY
wo et adefinedbya Conkedagreedupon Inwritingbydtpa es Involved. TheSpedalty Englneeris NOTthe
All coPdar¢edtermsareesdefinedin TP 1.
t Nxrn Mm. d nnMNIMw9netM wmm mrtnlcsM N0.1 PntlTn�vo.
Job
79067,
Truss
A15
Truss Type
HIPS
ry Ply
12/23/2019
t
2749
SEAT PLATE REQ.
1'e;
Loading Criteria (psq
Wind Criteria
TCLL: 40.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
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: 4.40 it
Loc. from endwall: not in 13.0(
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30 :132 2x4 SP #2:
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
e7x6 m1.5X4 se7X6
F G H
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
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.00 27.00
BC 71 0.00 44.00
Apply purling 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.
on u
dor
am
17
SEAT PLATE REQ.
I
1
F6�
DefIICS1 Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too Udefl L/# Gravity Non -Gravity
VERT(LL): 0.270 G
999 360 Loc R+ / R- I Rh I Rw l U I RL
VERT(CL): 0.412 G
999 264 B 2864 /_ A 11262 /949 /538
HORZ(LL): 0.137 N
- - U 2864 /- A 11262 /949 /-
HORZ(TL): 0.209 N
- - Wind reactions based on MWFRS
Creep Factor. 2.0
B , Big Width = 8.0 Min Req = 3.4
Max TC C51: 0.917
U ; Brg Width = 8.0 Min Req = 3.4
Max BC CSI: 0,999
Bearings B & U are a rigid surface.
Max Web CSI: 0.630
Bearings B & U require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wg1: 278.6 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15 A-B 66 0 G-H 1557 -2850
B-C 1751 -4353 H-1 1591 -3370
C - D 1729 -4258 I - J 1546 -3408
D - E 1554 -3409 J - K 1729 -4257
E - F 1590 -3300 K - L 1750 -4352
F- G 1557 -2850 L- M 66 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-T 3498-1216 Q-P 2745 -778
T - S 3495 -1217 P - O 3493 -1245
S - R 3495 -1217 O - N 3493 -1245
R - Q 2745 -762 N - L 3497 -1245
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
T- D
333
0
O- H
324
-248
D - R
561
-896
H - P
636
-233
F - R
637
-234
P - J
559
-895
F- Q
324
-248
J- N
333
0
G-Q
227
-365
ONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT' fora.
it Were use. Unless oNeneise stated on me MO. on! Npine
on any Too represents an acceptance of 00 professional engineering
William M. Ranieri. PE
conditions, suitability and use of Ois Truss for any Building is Me
FI#42704
albuildingcodeandTPN. TieappmvalofNe IDDandsnyfield
1035 Greenwood Blvd., Suite 173
ed Contratlor, Al tortes set oN In the TDD and Me pradkes and
iuldance. WI-ldefi Meraspo bmuesanddutlesofi Tmss
Lake Mary, FL 32746
dpaefeshn ved. TheSeedalNEnelneeris NOTNe
n Ts.
ion
79067
I cuss
A16
I russ type
HIPS
try I ly weafzUla
2586
0 SX8 Io5X6
F G
19,
SEAT PLATE REQ. SEAT PLATE REQ.
Loading Criteria (psq Wind Criteria Code I Misc Criteria
Defl/CSI Criteria
♦Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph TPI Std: 2014
VERT(LL): 0.310 P 999 360
Loc R+ / R- / Rh / RW / U I RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.477 P 999 264
A 2709 1- I- /1138 /889 /512
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.138 M - -
S 2709 /- /- /1138 /889 /-
EXP: C Kzb NA Plate Type(s):
HORZ(TL): 0.212 M - -
Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 it WAVE, HS
Creep Factor. 2.0
A Brg Width = 8.0 Min Req = 3.2
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.985
S B Width Min Re 3.2
r9 q =
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.971
Bearings A 8 S are arigid surface.
Spacing: 24.0 • MWFRS Parallel Dist: h/2 to h
9
Bearings A & S require a seat plate:
C&C a: ft
Max Web CSI: 0.995
Loc. 6nm not in 13.00 ft
from dwa
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 264.6 lbs
Chords Tens.Comp. Chords Tens. Comp.
pl: 0.18ll:
GCpi: 0.18
_ _
Wind Duration: 1.60 -- LL -- -
VIEW Ver. 19:01.00A.0618.15
-A-- B- 1812--4409 G - H --1555 -3120
Lumber
B-C 1784-4317 H-1 1773 -3W8
Top chord 2x4 SP#2
C-D 1760-3995 I-J 1750 -3995
Bot chord 2x4 SP M-30 :B2 2x4 SP #2:
D - E 1773 -3785 J - K 1784 -4318
Webs 2x4 SP#3:W52x4 SP#2:
E-F 1561 -3131 K-L 1811 -4110
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
F - G 1463 -2554
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Maximum got Chord Forces Per Ply (Ibs)
Bracing
9
Chords Tens.Comp. Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
A- R 3570 -1367 O - N 3136 -1069
Purling;
R-O 3137-1068 N-M 3136 -1069
In lieu of structural panels or rigid ceiling use puriins
O - P 3137 -1068 M - L 3571 -1367
to laterally brace chords as follows:
P - 0 2551 -701
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 19.00 25.00
Maximum Web Forces Per Ply (Ibs)
BC 77 0.00 44.00
Webs Tens.Comp. Webs Tens. Comp.
Apply puriins to any chords above or below fillers
at 24' OC unless shown otherwise above.
C - R 396 -405 O - G 861 -389
R-E 499 -205 O-H 581 -927
Wind
E-P 581 -927 H-M 500 -204
Wind loads based on MWFRS with additional C&C member design.
F - P 865 -379 M - J 396 -407
F-0 312 -310
1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT• to..
nigh Da MCMD) antl the Spedalty Engineer reference sheet before use. Unlesrervdsa s odstated an the MD, only Npine
a a Truss Design Engineering 6�e. Spedalty Engineer), the sent on any MD represents an eveptanm of the professlorW englneeling
William M ri. PE
m the Too only, under TPl-1. The design assumptunA loading coMigona. aullobgity and use of this Truss for any Building la Ma
FI #427G4
42704
I or the Building Designer, In line content of the IRC, the ISC, local bulldog rode and TOM. The approval of the T00 aM enyfel1
1035 Greenwood Blvd., Suite 173
eM brddng shall be Ne responsibllltyofthe Building Designerand Contractor. Allnotessetoullnlha TDDBetl the przdlceseM
by TPI MCA Truss
Lake Mary, FL 32746
(MCI) published and are referenced forgeneral guidance. TPI-t defines the responslbllidea aM tludes of Ne
Jessothervsedefinedbya Gonadagreedupon Inwiningbyall,deshv "d. TheSpedaltyEngineeris NOT Ne
I. M raµtalaed ten, ereasdefinedinT 1-1.
mM1 N mvlmm. k nrMduuN wiavud tlwwnMxn mrmiwWm Ny1 Rmf TnrAsm.
Job Truss Truss Type Qty Ply 12/232019 2691
79067, A17 I HIPS I 1 12
sui tram Rt¢ SEAT PLATE REQ.
4N
�1•�-2' 2'TL6- 30'3'12 _11pr Z-t-2'-}t�t•A
419# 419 412667 2667Nsr1 419# 41y7�
Loading Criteria (Fs0
Wind Criteria
TCLL: 40.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category. II
EXP: C Kzt NA
Des Ld: 60.00
Mean Height: 25.00 it
NCBCLL: 0.00
TCDL 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0'
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.40 ft
Loc. from endwall: not in 4.50'
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T3 2x4 SP #2:
Bol chord 2x8 SP 2400f-1.8E :B2 2x6 SP #2:
Webs 2x4 SP #3
:Ll Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3:
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: No
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131'x3', min. nails
Top Chord: 1 Row @12.00' o.c.
Bot Chord: 1 Row @ 8.50' o.c.
Webs :1 Row @ 4'o.c.
Use equal spacing between rows and stagger nails
In each row to avoid splitting.
(1) 1/2' bolts may be used for
(2) 0.131'x3', min. nails on
The Bottom Chord Only.
Special Loads
—(Lumber Dur.Fac=1.25 / Plate DucFac=1.25)
TC: From 103 plf at 0.00 to 103 plf at 44.00
BC: From 20 plf at 0.00 to 20 plf at 44.00
BC: 419lb Conc. Load at 1.97, 3.97, 5.97,38.03
40.03,42.03
BC: 2667lb Conc. Load at 6.84,37.16
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.29 27.71
BC 99 0.09 43.91
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
DeflICSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.255 E 999 36(
VERT(CL): 0.386 E 999 26;
HORZ(LL): 0.085 J - -
HORZ(TL): 0.129 J - -
Creep Factor. 2.0
Max TC CSI: 0.721
Max BC CSI: 0.972
Max Web CSI: 0.699
Wgl: 627.21bs
VIEW Ver. 19.01.00A.0618.15
Wind
Wind loads and reactions based on MWFRS.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U IRL
Q 6633 P A /- 2474 P
R 6633 /- A P 2474 !-
Wind reactions based on MWFRS
Q Big Width =8.0 Min Req=2.7
R Big Width =8.0 Min Req=2.7
Bearings Q & R are a dgid surface.
Beadngs Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1901 -4971 E - F 1023 -2648
B-C 1204-3061 F-G 1186 -3029
C - D 1187 -3030 G - H 1204 -3061
D - E 1023 -2648 H -1 1901 -4871
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
A-P 4106-1589 M-L 2551 -988
P - O 4086 -1582 L - K 4085 -1582
O - N 4085 -1582 K - J 4086 -1582
N - M 2551 -9W J -1 4106 -1589
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
P - B
1503 -508
M - F
193 -70
B-N
708-1827
F-L
944 -313
D-N
944 -313
L-H
708 -1827
D-M
193 -70
H-J
1503 -508
E - M
137 -242
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suits 173
Lake Mary, FL 32746
79067 I A18 COMN 13 I 1
2611
94.9 -i 11.5.2 9'4.9 1
1T
1
Loading Criteria (pen
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00
Wind Bid: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.063 D 999 360
Loc R+ 1 R- / Rh I Rw / U / RL
L 1859 /- /- 1719 1508 /486
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.097 D 999 240
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.031 H - -
H 1859 I- !- 1731 1541 /-
EXP: C Kzb NA
Plate Type(s):
HORZ(TL): 0.0,47 H - -
Wind reactions based on MWFRS
Des Ld: 60.00
Mean Height: 25.00 ft
WAVE, HE
Creep Factor. 2.0
L g rg Width = - Min Req = -
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.656
H Brg Width = - Min Req = -
Load Duration: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.785
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0'
MWFRS Parallel Dist: h/2 to h
Max Web CSI: 0.902
Chords Tens.Comp. Chords Tens. Comp.
C8C Dist a: 3.02 It
A - B 302 -186 D - E 821 -1245
Loc. from Bidwell: not in 9.00
Wgt: 221.2 Ibs
GCpi: 0.18
B - C 880 -1566 E - F 862 -1666
VIEW Ver. 19.01.00A.0618:15-
_
Wind Durationi1.60 -- -
- - - - "
C-D 853-1245--F-G--144--96-
Lumber
Top chord 2x4 SP #2
Maximum Bot Chord Forces Per
Ply (Ibs)
Bol chord 2x4 SP M-30
Chords Tens.Comp.
Chords
Tens.
Comp.
Webs 2x4 SP#3
L-K
1017 -517
J-1
1419
-562
Bracing
K-J
1419 -562
I-H
1017
-437
(a) Continuous lateral restraint equally spaced on member.
Maximum Web Forces Per Ply (Ibs)
Purlins
Webs
Tens.Comp.
Webs
Tens.
Comp.
In lieu of structural panels or rigid ceiling use pudins
A - L
236 -190
D -1
256
-360
to laterally brace chords as follows:
L - S
882 -1893
I - E
298
-108
Chord Spacing(in oc) Start(ft) End(ft)
B - K
447 -138
I - F
447
-114
TC 24 9.38 20.81
C-K
298 -119
F-H
814
-1892
BC 120 0.00 30.19
Apply puriins to any chords above or below fillers
K - D
253 -360
G - H
166
-190
at 24" OC unless shown otherwise above.
Hangers I Ties -
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24'-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
ES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' farm.
)D) and Me Speialty Engineer reference sheet belare use. Unless oNenuee doled on Me TDD, only Alpvre
William M. Ranieri. PE
Engineering i.e. Spedaly Engineer), Me seal on any TDD representcc s an acceptance nine nine pmfeseu,a d engirleedlg
ader TlelA. The design assumptions, loading wdlvons, euilabnly, and use of Mis Truss for any Bull din9 La Ma
FI#42704
eslgner, In Me conkenotthe IRC, Me IBC, local bullding code and Tiel-1. Theappnwalaftne TDDd any Reld
1035 Greenwood Blvd., Suite 173
be Me responsibility of Me Building Designer and Convector. Allnotessetau In Me TDDand MepredlaeaeM
Lake Mary, FL 32746
by TPl antl SBCA are referencedforgeneral guidance. TPI.l defines Me respansibilives Bid dales of Me Truss
:fined bva Conhad denied umn In vmfina by all naAes Invahred. The Scedaly auneerbs NOT Me
Job
79067,
I mss
A19
Truss Type
SPEC
City
1
I Ply
3
12/23/2019
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BH0312 06X12(R).6X6 0H0714(R)-12X14
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SEAT RATE REO.
SEAT PLATE REQ.
21-Fl
1Y5'15
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21.37 }
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20'392
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6]l 2744t1 ]3 i 2 23251I O55 3055/l 055 3055p 05 3055q O55 3055M 3055H O55 2325>I 32 6]9N kj2]�44M 6. ]
Loading Criteria (psrl
Wind Criteria
Code I Misc Criteria
Deb/CSI Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.170 P 999 36(
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.256 P 933 24(
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.047 C - -
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.071 C - -
Des Ld: 60.00
Mean Height: 25.00 ft
WAVE, HIS
NCSCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.768
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.636
C&C Dist a: 5.40 It
Max Web CSI: 0.983
Loc. from endwall: not in 9.00
Wg[' 1465.8 Ibs
GCpi: 0.18
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 :T4, T5 2x6 SP 2400f-2.OE:
Bot chord 2x8 SP 2400f-1.8E
Webs 2x4 SP #3:W3, W4, W9 2x4 SP #2:
:W5, W6, W122x4 SP M-30:
:W7 2x8 SP 2400f-1.8E:
:W8 2x4 SP 2400f-2.OE:
:W11 2x6 SP#2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Nailnote
Nail Schedule:0.131'x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bat Chord: 3 Rows @ 3.75" o.c. (Each Row)
Webs : 1 Row @ 4" o.c.
Repeat nailing as each layer is applied. Use equal
spacing between rows and stagger nails in each row
to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
Either The Top or Bottom Chords.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.80 11.80
TC 24 21.29 32.71
TC 24 42.20 47.20
BC 120 0.15 53.85
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
"WARNING" Please thonoughlyraAewthe'A-1 ROOFTRUSSES
MIN desion nzramele s and read notes on Mls Ttuss Desion Drawtaa nDOI
-(Lumber Dur.Fac =1.251 Plate Dur.Fac.=1.25)
TC: From 103 plf at -1.50 to 103 pit at 6.80
TC: From 52 plf at 6.80 to 52 pit at 47.20
TC: From 103 plf at 47.20 to 103 pit at 55.50
BC: From 20 pit at 0.00 to 20 pIf at 6.86
BC: From 10 plf at 6.86 to 10 pit at 47.14
BC: From 20 pIf at 47.14 to 20 pIf at 54.00
TC: 182lb Cone. Load at 6.76,47.24
BC: 877lb Cone. Load at 6.86.47.14
BC: 5503lb Cone. Load at 7.13
BC: 2744lb Cone. Load at 9.06.11.06.42.94,44.94
BC: 3679 lb Conc. Load at 11.84,42.16
SC: 2325 lb Conc. Load at 13.06.15.06,38.94,40.94
BC: 3055 lb Conc. Load at 17.06,19.06,21.06,23.06
25.06,26.94,28.94,30.94,32.94,34.94,36.94
BC: 5431 It, Conc. Load at 46.87
Blocking
Full Height Blocking reinforcement required to
prevent buckling of members over the bearings:
bearing 2located at 21.25' bearing 3located at 33.75'
2781
i
6
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw I /RL
AA 7685 /- /- /- 13903 1-
AB 36529 l- 1- I- 112402/-
AC 26603 /- /- /- 18830 1-
AD 8158 /- /- /- /4083 A
Wind reactions based on MWFRS
AA Brg Width = 8.0 Min Req = 2.1
AS Brg Width = 4.0 Min Req = 4.0
AC Brg Width = 4.0 Min Req = 4.0
AD Brg Width = 8.0 Min Req = 2.3
Bearings AA, AS, AC, & AD are a
rigid surface.
Bearings AA & AD require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B
26 -13
H-1
2288 -1016
B - C
2214 -4315
I - J
755 -460
C - D
1483 -3385
J - K
495 -347
D - E
698 -457
K - L
1680 -3881
E - F
4510 -1920
L - M
232D -4590
F - G
3953 -1682
M - N
26 -13
G - H
2550 -1137
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Z
3637 -1865
T - S
1079 -2028
Z - Y
3716 -1913
S - R
1067 -2422
Y-X
3133-1360
R-0
3630 -1559
X - W
3133 -1360
Q - P
3630 -1559
W - V
461 -833
P - O
3948 -2002
V - U
1092 -2081
O - M
3872 -19M
U -T
1079 -2028
Additional Notes
WARNING: Fumish a copy of this DWG to the installation contrattaitlAW0iWabrForces Per Ply (Ibs)
must be taken during handling, shipping and installation of truss"eke Tens.Comp. Webs Tens. Comp.
'WARNING" note below.
• WARNING' A reaction exceeds 200001bs.
t and CONDITIONS
,cesheetbaforease.
Me seal an any MD
mcealorgenemiguldance. TPI-ldefines Me
upon In witing by all paNes Involved. The Son
nlWnn MA-1 RnafTn-,
C - Z
2309 -1393
G - S
127
-1072
C - Y
579 -457
S -1
2390
-5871
Y - D
3691 -1799
I - R
5599
-2183
D - W
2370 -5017
R - J
528
-200
W - E
6052 -2309
R - K
2502
- 5402
E - V
2029 -5288
K - P
3684
-1765
F-V
969-2273
P-L
434
-111
V - G
1238 -4050
O - L
2237
-1360
G - U
3929 -985
,ineen,g William M. Ranieri. PE
he FI #42704
field 1035 Greenwood Blvd., Suite 173
Toss Lake Mary, FL 32746
Ad aspitallzed
-in n fmm.
79067
M
MONOr
2 I1
2619
Loading Criteria Dun
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCSCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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 2400f-2.OE
Bot chord 2x8 SP 2400f-1.8E
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Wedge 2x4 SP #3:
Special Loads
—(Lumber Dur.Fac=1.25 / Plate Our.Fac =1.25)
TC: From 103 plf at 0.00 to 103 plf at 6.80
BC: From 10 plf at 0.00 to 1 o plf at 6.80
BC: 1859 lb Conic. Load at 2.06, 4.06, 6.06
Pudins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 79 0.09 6.80
Apply putting to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers ITies
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
s depleted on pie
wined agent or M
Installation and b
r.
F WH0710 OSX12$)
k 6'9.10
�2712�2. T--t-14
1859# 1e59 1859#
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Deft/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.037 E 999 36
�tRT(CL): 0.054 E 999 24
HORZ(LL):-0.016 C - -
HORZ(TL): 0.024 C - -
Creep Factor. 2.0
Max TC CSI: 0.313
Max BC CSI: 0.459
Max Web CSI: 0.908
Wgt: 49.0 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 2667 I- l-
I- /1207 I-
D 3679 /- /-
I- /1645 /-
Wind reactions based on
MWFRS
F Brg Width = -
Min Req = -
D Brij Width =-
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Cori
Chords Tens. Comp.
A-B 1282-2813
B-C 68 -78
VIEW Ver. 19.01t.00A.0618.15-1-Maiximum Bot CFwrdFdrws Per Ply(Ibs)--
Chords Tens.Comp. Chords Tens. Comp.
A - E 2316 -1040 E - D 2230 -1004
and CONDITIONS CUST
w sheet before use. Unless
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E-B 3190-1343 C-D 81 -135
B - D 1388 -3085
aceeptanm of me werfessinvl eagHred,g William M. Ranieri. PE
e ofMis Trues far spy Building is the FI#42704
The approval of tie Too and any raid 1035 Greenwood Blvd., Suite 173
t out In the Too and Na inactieea and
a respmslbWties and duties of Me Tri Lake Mary, FL 32746
~ Rooff w_
JOB buss
79067, B02
I mSs I ype (.Ity Ply
MONO 6 1
1223r2019
2677
T
0
i
6'9'10
Loading Criteria esfl
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udeff L/#
TCDL: 10.00
Speed: 165 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 10.00
Risk Category: ll
FTIRT:10(0)/10(10)
HORZ(LL):-0.159 B - -
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.215 B
Des Ld: 60.00
Mean Height: 25.00 It
WAVE
NCSCLL: 10.00
TCDL: 5.0 psf
.0
Creep Factor. 2.0
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI:
Spacing: 24.0 •
MWFRS Parallel Dist 0 to h/2
Max BC CSI: 0.0.730
C&C Dist a: 3.00 ft
Max Web CSI: 0.140
Loc. from endwall: not in 4.50
Wgt: 33.61bs
GCpi: 0.18
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Pudins
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 6.80
Apply puffins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
"WARNING" Please Nomughly rial Ne"A-1 ROOF TRUSSES('SELLER-), GENERAL TERMS and CONDITIONS CUSTOMER rBUYER-)ACh
Very design parameter and read rotes on Nis Truss Design ensuing (Too) and the Si Engineer reference sheet More use. Unless oNer ise stated on Me
mnne=rplatesshellb medfortheMDtobevalld. AsaTmss Design EngineeMgg.e.Spedalty Engineer.a:ese many MOmpresenhanaeceplanceof Mc
millonsibiliy, for Me design of the single Truss derided onto TDD only, under TPI-1. The design assumptbns, loading mndlilms. sul abiliyand used NIs Tmss foi
responsibility of Me Owner, Me QMiMt's auNodxed agent trine Building Designer, In Me mnlep of Ne IRC, Me IBC, local b"Idlog mtle and TPI-1. The appmad of t
use order Trials, induding handling, storage. Installation and baring shag be Me resmruTiliy of Na Building Dedgnerand Conbedor. All rotes set cut In Ne'rW a
guidelines of the Building Component Safety lydomadm(BSC) published! by TPl and SSCA are referenced for general guidanm. TPI-1 defnes Ne respondbilides:
Designer. Spedatty Engineer and Truss Manufadurer, unless otervAse defined by. Conuaid a greed upon In Minting by NJ paNes involved. The S,ladyy Engueerli
BulWi:g Desgnerar Tmss System Enginmr of airy bugding. Ag opitelced terms ere es Defined In TP41.
ox C0an16A-1 RiTniaww-RnerMirJim of"R dmmw,u. in zwM1vm, ix mAiTPMri..vNlnxn mrm'wlm all RMTn,xenn.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 419 I- 1-
/193 /80 /309
D 419 /- 1-
/260 /303 /-
Wind reactions based on MWFRS
A Brg Width =-
Min Req = -
D Brg Width= -
Min Req=-
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 618 -934
B-C 169 -197
Maximum Bet Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-D 3 -3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-D 333 -326
engineering William M. Ranieri. PE
of Me FI #42704
ny geld 1035 Greenwood Blvd., Suite 173
arif
eh: Trues Lake Mary, FL 32746
79067 C01 COMN 15 I 257s
Loading Criteria (psp
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCSCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 a
p°' iasyo +a -I
H,c-1
Wind Criteria
Code I Mlsc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 165 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 25.00 it
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h12
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1:60-
- -"-
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Plating Notes
All plates are 1.5X3 except as noted.
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 115 0.00 20.64
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L#/
Gravity Non -Gravity
VERT(LL): 0287 S 862 360
Loc R+ ! R- / Rh / Rw / U / RL
B 1418 /- /- /995 /548 1354
VERT(CL): OA19 S 590 240
HORZ(LL): 0.034 U - -
H 1418 /- /- 1684 /551 /-
HORZ(TL): 0.042 U - -
Wind reactions based on MWFRS
Creep Factor, 2.0
B Big Width = 8.0 Min Req = 1.5
Max TC CSI: 0.211
H Big Width = 8.0 Min Req = 1.5
Max SC CSI: 0.887
Bearings B & K are a dgid surface.
Bearings B & K require a seat plate.
Max Web CSI: 0.762
Maximum Top Chord Forces Per Ply (Ibs)
Wgt. 182.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
'VIEWVer. 19:01.00A.0618.15-'-A--B-
-63---1- -E-F--1183--1336 -
B-C 1450-2113 F-G 1335 -1723
-
C-D 1330-1722 G-H 1422 -1998
D-E 1182-1336 H-1 63 -1
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-T
1385 -943
P-O
17
-23
U-S
5 -7
O-M
2
-2
T-R
1384 -935
N-L
1383
-941
S-P
17 -23
L-K
1383
-941
R-Q
1377 -926
M-J
2
-2
Q - N
1379 -934
K - H
1387
-952
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
U-T
210 -151
Q-F
436
-410
D-Q
436 -409
O-N
512
-366
S-R
477 -342
L-M
177
-135
R-O
48 -34
K-J
72
-53
E-Q
816 -935
Ice sheelbeforeY .Unions othe1W5e staled on me TDo, only
the seal on any TDD represents an aooaplanoa of the pmfessn
loading oxdnions. sWWblgy and use of this Truss for any Built
IBC, Ional building ddde and TPI-1. The epposal of he TDO ai
!signer and contractor, All nines set out In the TOD and the pr
Ieneral gudanoo. TPI-1 defines the resladnsibades and dudes
idng by a panes InvMiel. The Spetlalty Engineeris NOT the
William M. Ranieri. PE
R #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Leo
79067,
u ess Imss type uty I Ply
CO2 GABL 1 1
12J23/2019
2609
Loading Criteria (psi
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
I IM-13
T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 25.00 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
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 = 1.500'
:Rl Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Plating Notes
All plates are 1.5X4 except as noted.
Pudins
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 120 0.00 20.64
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: Vades by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Truss designed to support 2-M top chord ou0ookers and cladding lead not to
exceed 8.00 PSF one face and 24.0' span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with addiflonal C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
the -A-1
tp
Def11CS1 Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection in Too L/deft L/#
Gravity Non -Gravity
VERT(LL): -0.007 M
999 36
Loc R+ / R- / Rh 1 Rw / U / RL
6ART(CL):-0.009 C
999 240
B• 256 1- 1- f75 /134 /35
HORZ(LL): 0.018 M
- -
Z 697 /- /- /314 1215 /-
HORZ(TL): 0.020 M
- -
Wnd reactions based on MWFRS
Creep Factor. 2.0
B Big Width = 239 Min Req = -
Max TC CSI: 0.648
Z Big Width = 8.0 Min Req = 1.5
Max BC CSI: 0.562
Bearings B & Z are a rigid surface.
Max Web CST: 0.279
Beadngs B & Z require a seat plate.
Wgt: 128.8 Ibs
VIEW Ver. 19.01.00A.0618.15
ro napraunas an acceptance
sultabOdy am use of Vs Tin
code and WI-1. Thaappmu
p . Mrotes setp in the'
TPI-1 defines the responsib
Hn T.d. the S,ddlty Eipi
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
J A- B
132 0
H- 1
751
-202
B-C
859 -715
I-J
523
-170
C-D
400 -477
J-K
317
-182
D-E
355 -366
K-L
121
-184
E-F
353 -311
L-M
145
-221
F-G
523 -251
M-N
626
-619
G- H
751 -202
N- O
132
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-Y
403 -278
T-S
439
-268
Y-X
417 -272
S-R
433
-265
X - W
426 -270
R - Q
426
-262
W-V
433 -269
Q-P
417
-258
V - U
439 -268
P - N
405
-253
U - T
439 -268
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
D-Y
407 -379
S-1
415
-5B1
E-X
381 -486
R-J
374
-474
F-W
374 -476
Q-K
381
-483
G - V
416 -582
P - L
407
-376
H-U
89 -511
William M. Ranieri. PE
FI#42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Rm T.
79067 CJ1
JACK Y
12 I1j I `V
2697
T
CD
0
12
7
1113X8(E3) B
C
Tce)
T
v �
D
SEAT PLATE REQ.
�- 1'6" -+ 11 "11 -'
Loading Criteria (,.q
Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/de8 L/#
TCDL: 10.00
Speed: 165 mph
TPI Sid: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 10.00
Risk Category: ll
FT/RT:10(0Y10(10)
HORZ(LL):-0.001 D - -
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.001 D - -
Des Ld: 60.00
Mean Height: 25.00 it
WAVE
Creep Factor. 2.0
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.271
Spacing: 24.0"
MWFRS Parallel Dist: 0 to hl2
Max BC CSI: 0.010
C&C Dist a: 3.00 ft
Max Web CSI: 0.009
Loc. from endwall: Any
Wgt: 11.2 Ibs
GCpi: 0.18
I
VIEW Ver. 19:01:00A.0618.15
Wind Duration: 1.60
- — -
Lumber
Top chord 2x4 SP 42
Bot chord 2x4 SP 42
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.231'
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spaclng(in oc) Start(ft) End(ft)
BC 12 0.00 0.97
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
revlev the "A-1 ROOF TRUSSES
shall be used forthe TDO to be vagd.
In
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ I R- / Rh 1 Rw I U l RL
B 334 I- 1- /229 1133 /95
D 19 I- /- 113 /- /-
C - 1.71 1- /56 170 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Cornp. Chbrifs Tens -Comp.
A-B 65 -1 B-C 244 -249
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 2 -2
TDo.only AF William M. Ranieri. PE
p fes oral engineering
r any Building b the I R #42704
In. too and any geld 1035 Greenwood Blvd., Suite 173
end the pastes a,w and doLake Mar
y, FL 32746
n T.
Job
79067,
Truss Truss Type
CJ3 IJACK
Qty I Ply
12 1
1212312019
2700
Loading Criteria (esp
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
T
CD
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category. II
EXP: C Kzt: NA
Mean Height: 25.00 It
TCDL: 5.0 pat
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Purling
In lieu of structure[ panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Be 36 0.00 2.97
Apply putting to any chords above or below fillers
at 24" OC unless shown otherwise above.
SEAT PLATE REQ.
0
1'6" 1 2'11"11 -�
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Deb/CSI Criteria
PP Deflection in too Udell L/#
VERT(LL): NA
VERT(CQ: NA
HORZ(LL):-0.015 C - -
HORZ(TL): 0.017 C - -
Creep Factor: 2.0
Max TC CSI: 0.298
Max Be CSI: 0.087
Max Web CSI: 0.017
Wgb 16.81bs
VIEW Ver. 19.01.00A.0618.15
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 377 /- A 1229 /123 1192
E 56 /- /- /30 /- I-
D Ill /- /- 158 1128 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width =1.5 Min Req = -
Bearng B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 67 0 C-D 60 -86
B - C 264 -333
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-E 2 -2
"WARNING" Please thoroughly review the'A.1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ( -BUYER-) ACKNOWLEDGMENT' form.
wily design parameters and read rotes on this Truss Design Dr iig (1DO) aM in. Spedalty Engineer reference sbeet before use. Unless oNerwisa instead on Ibe TDD, only Alpine
mnedor plates shall be used for the TDD to be valid. As a Tmss Design Engineering he. spedafy Engineer), the seal on any MD represents an acceptance ofthe profeso m"ongineedng
William M. Ranieri. PE
:sponsibllity for Ne design ofihe single Truant depletionsTPI-1. on the TDD only,une The design assumptions, leading conditions, sultabilinyand use ofthit Tress forany Bulking ham
FI#42704
spondbilily Nth. Owner the Om a authorized agent or Me ending Designer, in 0e contextof the IRC, the IBC, local bugdLg ootleaM TPN. Theapproval dthe TDD end any geld
1035 Greenwood Blvd., Suite 173
:e Nthe Truss, Indudilg handling, storage, Installation and bracing shall M the res,insibifty of the Building Designer and Contractor. All notes set out in the TDD and the pacikes and
Address, dille Building ComponentSafely lydomnadun(MCI) pubgshed by TPI and SeC are referenced for general guka�. TPI-ldefinestherespondbn16esarkdidesMNa Truss
Lake Mary, FL 32746
esigner, Spedady EnglneereM Truss Manufacwrer, unless ctheiWse defined bya Conrad agreed upon in writing by ell parges Involved. The specialty Engineer is NOT the
uiking DesignwarTmss System Enginaerofanybulldbg. Moaphaosedtannsareesdefinedin TPl-1.
:urv,uln P'1016 MI RmfTn:aw-RnmrWgim Ntiva hnmwnL M xnv(mm.ln mmI:IM1NM VANMItwwnOen mnrJxdm NA1 Rrc6Tn:um.
79067
CJ5
JACKrY 110 1r
2703 '
T
0
1
Loading Criteria Ip q
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 6.0 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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
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 4.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
0
SEAT PLATE RED.
1'6°1 4'11°11 j
Coda I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design
"WARNING" Please thoroughly review the W1
�adfy design parameters and read rates on Nis T.. D.
annec platesshallbausedfwr TDDtobewild. As
DegICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L 1#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): NA
B 484 /- /- /277 /146 1283
HORZ(LL):-0.071 C - -
E 95 /- /- /55 /- /-
HORZ(TL): 0.079 C - -
D 219 /- 1- 1119 /215 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.592
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.280
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.048
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 22.4 lbs
Bearing B requires a seat plate.
_
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19:01:00&0618.15--
r•h..rn� Tm.. r.,,.,., Ph., —Fe- T",; r—
GENERAL TERMSand
A-B 67 0 C-D 115 -145
B-C 185 -317
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-E 3 -3
stated on die Too. only spine William M. Ranieri. PE
eptan. of Ne lao svonal englneednA
f Nls Tress 1w anyeundmg is Ne FI#42704
appmsal ofNe Too and any red 1035 Greenwood Blvd., Suite 173
tin Ne TDDand Nepr Wd and
spansibllides and duties of me Truss Lake Mary, FL 32746
Job
79067.
Truss Truss Type City Ply
CJ5A I JACK 12 I 1
12123/2019
2617
Loading Criteria (pap
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
T
0
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 it
TCDL: 5.0 psf
BCDL 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Pudins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Stan(ft) End(ft)
BC 60 0.00 4.97
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
SEAT PLATE REQ.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
C
4'11"11
DeD/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL):-0.079 B - -
HORZ(fL): 0.102 B - -
Creep Factor: 2.0
Max TC CSI: 0.689
Max BC CSI: 0.339
Max Web CSI: 0.073
Wgt 19.61bs
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Nan -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 306 /- /- 1139 152 /225
D 96 !- /- /59 /2 /-
C 237 /- /- 1132 1224 !-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 279 -506 B-C 124 -151
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-D 3 -3
-LW), GENERAL TERMS and CONDITIONS CUSTOMER (°BUYER-) ACKNOWLEDGMENT-1ann.
be specialty Engineer referencesheet before use. unless oNervbsa slata4 dater"
n tM TDD, only Alpine
Mg Ile.Spedalty Engineer).Me seal on any TDO represents an arsepianoe of me prpfessio'an
l engineeMg
William M. Ranieri. PE
Ft. The tlesign assumptions, leading corWNons, sullebility and ase plihis Truss far airy Builtlingistbe
FI#42704
In Me mntexi ofto IRC, Me IBC, local bullding wtle and TP1-1. Theappiovi ofthe TDD and anyfieW
spmsihilrty of to Bullring Designer and Con rador. M notes set out N to Too and Me practices and
1035 Greenwood Blvd., Suite 173
nd SSCAMenderencedforgeneralguidance. TP6ldefinm Memspon itmanddutiesof Ne Truss
Lake Ma FL 32746
ry,
a Contract agreed Mean In sMddng by ag pastes Involved. The Spetlalty Engineer is NOT Me
esdd.adla TPI-1.
. u,. -asn Mnml. of A-1 IL W imam..
2598
79067 D01 COMN 1 1 „
1 5'8"5
5'8"5
SEAT PLATE REQ. SEAT PLATE REQ.
i- 11'4"10 I
Loading Criteria (pap Wind Criteria
Code I Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph
TPI Still: 2014
VERT(LL): -0.067 D
999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.082 D
999 240 A 701 !- P 1478 /260 /150
BCDL: 10.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL):-0.052 B
- - G 701 /- !- 1383 /268 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(fL): 0.061 B
- - Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 ft
WAVE
Creep Factor. 20.
A B Width = 8.0 Min Re 1.5
r9 q =
NCBCLL: 10.00 TCDL: 5.0 psf
MaxTIC CSI: 0.720
G Width= 8.re Min = 1.5
Load Duretion:1.25 BCDL: 5.0 psf
°
Max BC CSI: 0.637
Bearings A 8' G are a rigid surface.
ing e.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings A 8 G require a seat plate.
C8C Dist a: 3.00 ft
Max Web CSI: 0.139
Maximum Top Chord Forces Per Ply (Ibs)
Lac. from not in 4.50
Wg1. 50.41bs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: .18
I: 0.18
Wind Duraflon: 1.60
- -
VIEW Ver. 19.Oi:00A:0618.1S --A=B 859+1089-C-D- -691- -809
Lumber
B-C 705 -809 D-E 783 -1216
Top ch 2x4 SP #2
Bot chord 2x4 SP #2
rd
Maximum Bot Chord Forces Per PI ( Ibs )
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tee ns. Comp.
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
A- F 621 -499 F - E 621 -499
:Rt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use puriins
Webs Tens.Comp.
to laterally brace chords as follows:
C-F 469 -438
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 11.39
Apply pudins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C8C member
design.
Left bottom chord exposed to wind.
3se thoroughly mvlew the "A-1 ROOF TRUSSES (°SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT° form.
and read rays on eus Truss Design Drawing CMD) and Me Spedalty Engineer reference sheet More use. Unless othen0se stated on the MD. only A"'
William M. Ranieri. PE
ussdforMe TDDtpbevalid. Asa Truss Design EginmMgg.e.Spedalty Engineer),Nesealmn MDrepres Mmacceptanmof MepmmionaI enMnaeh
In ofthedngie Truss depicted on NeMD only, underTPI-1. ThedesignasaumpUons, loading raMNom, sullablityand useoithis Trussfora"Bulding is the
FI#42704
r, Me Ownets authorized egenturthe Building Designer, in tha conteaot Ne IRC, the IBC, local building code and TPI-1. The spp al of the TDD end eny geld
1035 Greenwood Blvd., Suite 173
l handling. storage, Insuallatlpn and bracing shall bathe respensibliityofthe Building Desenerand Contravior. All wtessetaRln NeMDand Mepradicesand
Mary,
Component Safety lnfarmagon(BSCI) Wblished by TPI and SECA are referenced for general guidance. TPI-ldefinm NemsponslbllibesaMduGesdNe Truss
Lakery FL 32746
eer and Truss Manufacturer, unless oMenuise defined by a Coneed agreed upon b writing byal parties tnvdved. The SpedaltyErgheeris NOT Ne
rSstemREnhheardanbleing
uum'&j . AInceplal¢M temla era es tlefinM in TPN.
nnvrmm.re mYvblMwAmnetM untum mnniea'um M>1RMT.-
Job
79067,
I MSS Truss Type Qty Ply
D02 I COMN 1 I 1
1223/2019
2589
Loading Criteria (pa)
TCLL: 40.00
TCDL: 10.00
SCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0
SPAT PLATE REQ.
�-1'6" —{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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 hl2
C&C Dist a: 3.00 ft
Loc. from Sandwell: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
Webs 2x4 SP #3
:Lt Slider 2x6 SP 42: BLOCK LENGTH = 1.500'
:Rl Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Puriins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 11.39
Apply pudins 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(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
-WARNING-
bya
TERMS
II1.DA4
SEAT PLATE REQ.
t
1
f—ir—{
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in too
Udell L/# Gravity Non -Gravity
VERT(LL): -0.057 E
999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.060 E
999 240 B 848 /- /- /605 /337 1230
HORZ(LL): 0.046 E
- - 1 848 /- /- /356 /342 l-
HORZ(fL): 0.052 E
- - Wind reactions based on MWFRS
Creep Factor. 2.0
B Big Width = 8.0 Min Req = 1.5
Max TCCSI: 0.502
1 Brg Width =8.0 Min Req=1.5
Max BC CSI: 0.521
Bearings B & I are a rigid surface.
Max Web CSI: 0.138
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 56.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15 A-B 63 -1 D-E 640 -773
B - C 738 -1047 E - F 693 -1072
C-D 643 -773 F-G 63 -1
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 582 -3B5 H - F 582 -384
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D - H 464 -365
on arty TDD represents an acceptance of the professlolW engineedlp William M. Ranieri. PE
renditions, sullalairy and use M this Tww for any Building lathe F1#42704
fl building code and TPN. The appmval of the TD0 end anyfield 1035 Greenwood Blvd., Suite 173
ntl Contractor. All notes set art In an. Too and and prau$. and
uidance. TPI-1 tlefines the respansiblfdesaM tluges of Ne Tmss Lake Mary, FL 32746
rrvm dXIRmfTwaaz
79067
D03
yp-
GABL
1
y
1
2608
fL' 5'8°5
5'e°5
FE4X4
T
12 m1.5X4E
G01.5X4
T
7
e
D
H °
03X4C
1 ts3X4sa3X4(E3)
103X8(E3)B
J1113X8(E3)
z3X4(E3)
T
A
K
Q
O N1.5X4
N M 1111.5X4
L
SEAT
PLATE REQ.
SEAT PLATE REQ.
1 V490
1'6-
Loading Criteria (pA Wind Criteria Code I Misc Criteria
Deb/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 40.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udell L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 165 mph TPI Std: 2014
VERT(LL): -0.003 P 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C WRT(CL): 0.003 P 999 240 g• 254 /- 1- /86 1156 143
BCDL: 10.00 Risk Category: 11 FTIRT:10(Oy10(10)
HORZ(LL): 0.008 L -
- Q 642 /- /- /359 1410 1-
EXP: C Kzt: NA Plate Type(s):
HORZ(TL): 0.008 L -
- Wind reactions based on MWFRS
Des Ld: 60.00 Mean Height: 25.00 it WAVE
Creep Factor. 20.
B B Width = 128 Min Re
r9 q = -
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.263
O Width = Min = 1.5
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.263
re8.
ing e.
Bearings B & Q are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
Bearings B & Q require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.128
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: An y
Wgt: 70.O Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Durtion: 1.60 - -
—" VIEW Ver.b19.01.00A.0618.15--A-=B- - 133--0--F-G ---473- -171
Lumber
B-O 720 -532 G-H 222 -136
C-D 196 -250 H-1 116 -93
Top chord 2x4 SP#2
D-E 226 -199 I-J 575 -483
Bat chord 2x4 SP 42
E - F 473 -171 J - K 133 0
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
:Rl Slider 2x6 SP #2: BLOCK LENGTH = 1.500,
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Plating Notes
All plates are 1.5X3 except as noted.
B - P 264 -191 N - M 290 -183
P-O 277 -185 M-L 276 -177
Pudins
O-N 290 -183 L-J 267 -175
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Gable Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Gables Tens.Comp. Gables Tens. Comp.
BC 120 0.00 11.39
Apply pudins to any chords above or below fillers
D - P 264 -246 M - G 483 -555
at 24° OC unless shown otherwise above.
E - O 483 -557 L - H 284 -243
F - N 43 -380
Loading
Truss designed to support 2-M top chord ouflookers and cladding load not to
exceed 8.00 PSF one face and 24.0° span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
—WARNING" Please M.mughlynev'ew to "A-1 ROOF TRUSSES(°SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER (BUYER) ACKNOWLEDGMENT'tmn.
edify design parameters and read notes on this Truss Design Droonn(Too) and the Specialty Engineer reference sheet before use. Unless stems. stated.. the T1 only ,GM1.
William M. Ranieri. PE
mneclar plates sha0 6e umd fm Me TDD to be valid. As a Tress Design Engineering.e. Spedaly Engineer), the seal many Too represents an asseptanm of Me Imfesdowl engineers g
o,swo'bilityfor Me design ofthe single Tress depicted on Me TDD only, under TPI-1. The design assumptcra, leading conditions, sugstdiy and use of this Truss for any Building's Me
9#42704
Isponslbllity of Me Ownen Me Owner's authorized agent or Me Building Designer, In Me contort of Me IRC, to IBC, local bolding ease and TPI-1. Theapprevalot Me TODandmyr.ld
1035 Greenwood Blvd., Suite 173
se allure Tress, including handling, stage, Nstallation and bracing shall be Me responsibility of the Building Designer and Con oclar. NI noes sat out in Me TDD antl Me pactism and
Lake Mary, FL 32746
oldelinesotte Building Companei WeylMo aUw(BSCI)pubfishMby TPlend SBCAafereferenmdfwgenealguidmw. WI-lderules MefesponstlUtmanddutiesof Ne Tmm
esignef, Specialty Engineer end Truss ManVmean unless .Men dented bya Contract agreed spun In wnitng by all ponies involved. The Speolaly Engineeris NOTMe
uild'ug DesignerarTress System Engineerof any building. Alcapsessedtema.matedefinedin Tst1l.
,nvMM1l OAtt6 At nMT,uwwv-Rnmu-0rlim Mtlua r40u,xnt in anvfmm. LtnrMNXM MNwntMUMm,wrmirx'vm NLt RmlT,uwat.
Joe buss IMSS Type Oty, I Ply
79067, HJ7 HIP 4 1
12/2312019
2716
�I
-30N1 3p♦ 439%
1'4.8 T 2VI5T 2715 i
SWPUTEREa.
1---2-1.7 91tri
Loading Criteria (lion
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30
Sot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TO: From 0 plf at -2.12 to 102 plf at 0.00
TC: From 2 plf at 0.00 to 2 plf at 9.84
Be: From 2 plf at 0.00 to 2 plf at 9.84
TC: -30 lb Cone. Load at 1.38
TC: 223 lb Conc. Load at 4.21
TC: 439 It, Conc. Load at 7.03
Be: 38 Ib Conc. Load at 1.38
Be: 112 lb Conc. Load at 4.21
Be: 1901b Conc. Load at 7.03
Purling
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Be 93 0.00 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
38N 1124 law
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FTIRT:10(0)/10(10)
Plate Type(s):
WAVE
Deg/CSI Criteria
PP Deflection in too Udell L#/
VERT(LL): -0.035 C 999 36
�6915RT(CL):-0.053 C 999 24
HORZ(LL):-0.025 C - -
HORZ(TL): 0.038 C - -
Creep Factor. 2.0
Max TC CSI: 0.632
Max Be CSI: 0.987
Max Web CSI: 0.501
Wgt: 50.4 Its
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 513 /- /- /- /441 1-
F 453 !- /- /- /280 I-
E 163 !- /- /- /127 1-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
F Brg Width = 1.5 Min Req = -
E Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 35 -24 C-D 633 -818
B-C 640 -823 D-E 112 -113
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-H 744 -536 G-F 0 0
H - G 734 -537
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H- D 243 0 D- G 610 -834
RMS and CONDITIONS CUSTOMER("BUYER°)ACKNOWLE IGMF dorm.
Terence sheet before use. UNess olhemise stated on Me TDD, only Npi 1
:er).Mesealonany TDDrepresentaanaccepun.ao eprofesslonal engineerhg
William M. Ranieri. PE
are, leading careions, subleflityand use of Nls Tuss for any Building is the
FI#42704
the ieglocobuildingcodaand TPl-i. Tbeappro"IcfNe TDDandanyfeld
i9 Designerand Canregor. All notes set Me in to Too and Ore practlees and
1035 Greenwood Blvd., Suite 173
forgeneralqudance. TPI-1 tlefines Ne responsibgiges aid dales of he Truss
Lake Mary, FL 32746
h xddng byall panes Invdved. The Spedalfy Engineer is NOT Ne
RWT.,
79067
HRA
HIP_
2 1�
2778
=I
Loading Criteria (pap
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wirid DuraGom 1:60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Slider 2x6 SP#2: BLOCK LENGTH= 1.500'
Special Loads
-(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 0 plf at -2.12 to 102 plf at 0.00
TC: From 2 plf at 0.00 to 2 pit at 9.49
BC: From 2 plf at 0.00 to 2 plf at 9.49
TC: -30lb Conc. Load at 1.38
TC: 223 lb Conc. Load at 4.21
TC: 466 lb Conic. Load at 7.03
BC: 38 It, Conc. Load at 1.38 '
BC: 112 lb Conc. Load at 4.21
BC: 191 lb Conc. Load at 7.03
Pudins
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 114 0.00 9.49
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
"WARNING" Please thpmughly review Me"A4
Verify design parsmeuna and read Was on this Tress Ge:
ao# ass#
1'45 -;2715-f4-2-9.15-t ZS'8�
+ 112M 4
38# 191#
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FTIRT:10(0)/10(10)
Plate Type(s):
WAVE
GENERAL
DeflICSI Criteria
PP Deflection in loc Udefl L#i
VERT(LL): -0.025 D 999 361
%(�RT(CL): 0.036 C 999 241
HORZ(LL): 0.017 C - -
HORZ(TL): 0.024 C - -
Creep Factor. 2.0
Max TC CSI: 0.662
Max BC CSI: 0.688
Max Web CSI: 0.374
Wgt: 46.2 Ibs
VIEW Ver. 19.01:00A.0618:15
lance. TPI-1 defi.
padiestrrvolied. The
E
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 496 /- !- P 1440 P
F 458 P P P /281 /-
E 182 /- P P /181 /-
Wind reactions based on MWFRS
B Brg Width =11.3 Min Req = 1.5
F Brg Width = 1.5 Min Req = -
E Brg Width = 1.5 Min Req = -
Bearng B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.ComD. Chords Tens. Comp.
A - B 35 -24 C - D 692 -597
B-C 698 -586 D-E 109 -108
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-G 571 -593 G-F 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D - G 666 -639
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Me
79067,
l runs type ury rly 1uZa1.<u1a 2708
J7 EJAC 31 1
Loading Criteria (pa0
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
�I
SEAT PLATE REQ.
1'6- {- T
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category. II
EXP: C Kzt: NA
Mean Height: 25.00 fit
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.OE
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
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)
BC 82 0.00 6.85
Apply purlins to any chords above or below filers
at 24" OC unless shown otherwise above.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
Fr/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
E
DeflICSI Criteria
PP Deflection in loc Udefl L#I
VERT(LL): 0.005 D 999 361
VERT(CL): 0.008 C 999 241
HORZ(LL):-0.003 C - -
HORZ(TL): 0.006 C - -
Creep Factor. 2.0
Max TC CSI: 0.139
Max BC CSI: 0.258
Max Web CSI: 0.155
Wgt• 37.8 lbs
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh I Rw I U / RL
B 597 /- /- 1328 1170 1376
F 253 /- /- 1170 /162 /-
E 167 /- I- 188 /145 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Big Width = 1.5 Min Req = -
E Big Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 67 0 C-D 72 -385
B - C 280 -490 D - E 84 -115
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 306 -347
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D-F 413 -364
LLER'), GENERAL TERMS and CONDITIONS CUSTOMER CBUYER") ACKNOWLEDGMENT• farm.
he Specialty Engmeer reference sheet before use. Unless oterese stated on the MD. only Alpine
ingQe.Spdaity Engineer),NesealonemMDlepresentsana=pta of Uepmfessim angineer'ug
William M. Ranieri. PE
.1. The design assumptions, loading conditions, suitability and use of Nis Truss for any Building is We
F#42704
In Ne mnteirt of WeIRC, We IBC, local building cotle and TPI-1. The approval of the Me and any field
1035 Greenwood Blvd., Suite 173
sponsbli y of the Building DesignefarW connuix. Ag notes set out in Ne MD and the practices eM
nd SSCAamnsfemncedforgenemlguldance.TPI-ldefm MomsWibilitiesaMdudmdl Truss
Lake Mary, FL 32746
aC"degreeduponinwddngbyallpadieshwli . The Slsdalty Enginaeris NOTNe
as defined! in VW.
A. Mxvmm. mmtirv+n N 11 W Truw.a.
--- I J7A I EJAC r 117 1" I v V 2578
C
Loading Criteria (p q
TCLL: 40.00
TOOL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category. 11
EXP: C KzL' NA
Mean Height: 25.00It
TCDL: 5.0 psf
BCDL: 5.0 psi
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.008
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.66
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP 240Of-2.OE
:Lt Slider 2x6 SP #2: BLOCK LENGTH = 1.500'
Purling
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(g)
Be 75 0.00 7.00
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
SEAT PLATE REQ.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
-
WARNING -Verity resign par
7'
Deg/CSI Criteria
PP Deflection in loc L/defl L#f
VERT(LL): NA
VERT(CL): NA
HORZ(LL):-0.162 B - -
HORZ(TL): 0.217 B - -
Creep Factor. 2.0
Max TC CSI: 0.746
Max Be CSI: 0.366
Max Web CSI: 0.175
Wgt: 26.6 Its
-A-1 ROOF TRUSSES i-SELLER°), GENERAL TERMS and CONDI'
s Design Draving (10D) and Me Specialty Engineer referenrA sheet hero
I. As a Truss Design Engineering (t.e. Specialty Engineer), the seal Doan
so an Me Too only, underTPI-1- The design assumptions, loading mMit
lend or Me Building Designer, In Me coned afMe IRC, the IBC, to al buil
Ion and bracing shall be Me responsibility of the BUIWing Designerand C[
ion (MCI) Published by TPI and SBCA are refereed for general guidan
unless othervdse defined by a Contract agreed upon in wdbng by all For
ding. All cephal¢ed terms are as defined In VM.
mm mIn anvfmm'i ry INIMv the wiser mr`nksm of&1 a Tue
Ver. 19.01.00A.0618.15-
stated
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- I Rh l Rw I U / RL
A 431 /- I- /199 /83 1318
D 137 /- I- 186 /6 /-
C 329 /- I- 1181 /305 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Cornp. Chords Tens. -Comp.
A-13 824 -1152 B-C 170 -199
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Coni
A-D 3 -3
ACKNOWLEDGMENT'
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
aw
79067,
n uss INSS type
PB01 VAL
Ury y 11z/z3/zu19
4 I 1
2612
Loading Criteria ip:p
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
j- V10"13— -{- 4'10"13 �I
lz1-�q
Wind Criteria
Wnd Std: ASCE 7-10
Speed: 165 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: 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
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 114 0.15 9.66
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
C�-4X4
9'9,11
IZ1Z,
i
1
Code I Misc Criteria
Deli Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0,010 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.014 F 999 240
B• 135 /- /- 148 138 117
FT/RT:10(0y10(10)
HORZ(LL):-0.008 F - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.011 F - -
B Srg Wdth = 117 Min Req = -
WAVE
Creep Factor. 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.517
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.361
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.016
A-B 29 0 C-D 352 -476
Wgt: 37.8lbs
B - C 358 -476 D - E 29 0
VIEW Ver. 19.01.00A.0618.15
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 300 -127 F - D 300 -127
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-F 43 -69
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the "A-1
erify design param mis and read notes on Ws Truss De:
annetl Diales Shan M used fix the Too to be valid. Ae
GENERAL TEWS and
airy TDD represen5 an acceptance of Ne protessioial engineering
William M. Ranieri. PE
ruMers. sultabilityand use ofthis Tmssforany Building - Me
FI#42704
auiWing oetle and TPl-1. The approval of Me TDD and any gel
1035 Greenwood Blvd., Suite 173
aunm qor. An rrotes set out In Ne TOO entl Ue practices arW
lance. TPl de Truss
NeresponniinieessNOT
Lake Mary, FL 32746
Trss eofMe
paNes Involved. The Spetlaiy Engineer Is NOT Me
79067 I PB02 I VAL I I I -- - 2613
sl "
2,9"4 -{ 472 i 2'9"4
III I SX3
i 919"11
F' 1-�
Loading Criteria (pan
Wind Criteria
TCLL: 40.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 ft
NCSCLL: 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 It
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
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 2.77 7.03
BC 114 0.15 9.66
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code I Misc Criteria
Code:FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING-
ese thoroughly revmw a -A-1
end reed notes pn We Truss De:
use4 for Ore TDOmbe vaGC. As
GENERALTERMS
9"12
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
PP Deflection in loc L/defl
L/# -Gravity Non -Gravity
VERT(LL): -0.016 E
999 360 Loc R+ I R- / Rh / Rw / U / RL
VERT(CL): 0.027 E
999 240 B• 135 I- !- /47 139 111
HORZ(LL): 0.010 E
- - Wind reactions based on MWFRS
HORZ(TL): 0.013 E
- - B Brg W dth = 117 Mln Req = -
Creep Factor. 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.137
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.206
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.068
A-B 29 0 D-E 320 -355
Wgt: 37.8lbs
B-C 320 -475 E-F 319 -475
C-D 320 -355 F-G 29 0
VIEW Ver. 19.01.00A.0618.15- -- - -- - -- -- - --
Maximum Bot Chord Fors Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 354 -155 H - F 354 -155
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D-H 228 -262
William M. Ranieri. PE
F1 #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
iwrungbya0paeries Inv d. The Spedaity Engineer is NOT the
NF1 RMT—
Job
79067.
I ass Truss Type
PB03 VAL
Qty y 12/23/2019
6 1
2614
Loading Criteria (Ps0
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
j- 4'8'4 { 4'8'4 —{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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: h to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
BC 109 0.15 9.23
Apply pudins to any chords above or below fillers
at 24' CC unless shown otherwise above.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(Ou1O(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Please thoroughly review the °A-1 ROOF TRUSSES
teas and read rotes an Mis Truss Desion Drrxim Raul
GENERAL TERMS and
9'4.9
DeflICSI Criteria
PP Deflection in loc Udefl L#t
VERT(LL): 0.008 F 999 36(
VERT(CL): 0.012 F 999 24(
HORZ(LL):-0.007 F - -
HORZ(TL): 0.010 F - -
Creep Factor. 2.0
Max TC CSI: 0.467
Max BC CSI: 0.326
Max Web CSI: 0.018
Wgt: 37.8 Ibs
lfi-?1
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 135 /- /- AS 129 /17
Wind reactions based on MWFRS
B Brg Width = 112 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
A- B 29 0 C- D 330 -440
B- C 335 -440 D- E 29 0
VIEW Ver. 19.01.00A.0618.15 I Maximum Got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 274 -112 F-D 274 -112
tspan9alPryol Me Visaing uevgne, and Ganba=, An
and SBCAarereferencedforgenemlguidarm. TPI.1d
,a Co dagreeduponinamWgbyaApelves Invdved.
as defined in 1P1.1.
xitluNNnwlXnn mmYaelm Npt R.Tn..w
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-F 35 -81
William M. Ranieri. PE
R #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Nl nPitali,ed
tNmvimm.ly
79067 PB04 VAL yN-
fi
Loading Criteria (pii
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL, 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
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 to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18_,
--,
Wind Duration: 1.60
Top chord 2x4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SP #3
Purllns
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 3.19 6.19
BC 109 0.15 9.23
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
374
Code I Ill 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.
2 1
— 3' 374
1111 FX7
9'4°9
2616
Defl/CSI Criteria
• Maximum Reactions (Ibs), or •=PLF
PP Deflection in Ioc Udell L/#
Gravity Non -Gravity
VERT(LL): -0.016 E 999 360
Loc R+ I R- / Rh I Rw / U / RL
VERT(CL): 0.027 E 999 240
B- 135 /- /- 147 /34 112
HORZ(LL): 0.010 E - -
Wind reactions based on MWFRS
HORZ(TL): 0.013 E - -
B Brg Wdth = 112 Min Req = -
Creep Factor. 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.161
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.208
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.049
A-B 29 0 D-E 347 -348
Wgt 35.0 lbs
B - C 337 -477 E - F 335 -477
C- D 347 -348 F- G 29 0
VIEW Ver. 19.01.00A.0618.15--
- ----
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 347 -162 H - F 347 -162
CONDITIONS CUSTOMER (" 13
eat heron use. Unless otherwise i
,al on any MD represents an am
Ig mMidoas, subalilyand use W
acal building rsde and T 1-1. The
r and Cnnhactm. al notes cat aN
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
D-H 164 -185
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
al reppalunid leans are as Wined in TP1.1.
LNanv f—lxo rnl. W.. -awN. WM1R Tugs
Job Truss Truss Type City Ply 12/23/2019 2615
79067, 1 PB05 VAL 12 11
�- 174
7' 1 1 '2" 4 -i
12
1
7 C-5X6 111 DX3
EZi5X6E
T
1.,!, =2X4(A1)B F=2X4(A1)
A G as
1
J 1111.5X3 11111.5X3 H 1111.5X3
Loading Criteria Ipsp
Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
TCLL: 40.00
Wind Sld: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Lldefl L/# Gravity Non -Gravity
TCDL: 10.00
Speed: 165 mph
TPI Std: 2014
VERT(LL): 0.000 D
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.001 D
999 240 B• 135 /- /- 147 152 77
BCDL: 10.00
Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL):-0.000 J
- - Wind reactions based on MWFRS
Des Ld: 60.00
EXP: C K t: NA
Plate Type(s):
HORZ(TL): 0.000 J
- - B Brg Width = 112 Min Req = -
Mean Height: 25.00 It
WAVE
Creep Factor. 2.0
Bearing B is a rigid surface.
NCBCLL: 10.00
TCDL• 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.293
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 °
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.084
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 3.00 it
Max Web CSI: 0.103
A-B 29 0 D-E 45 -14
Loc. from endwall: not In 9.00
Wgt: 36.4 Ibs
B-C 68 -53 E-F 61 -53
GCpi: 0.18
C-D 45 -14 F-G 29 0
Wind Duration: 1.60
VIEW Ver. 19.01.00A0618.15
Lumber
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP #2
B - J 35 -21 I - H 59 -23
Webs 2x4 SP#3
J-1 59 -23 H-F 44 -23
Purlins
In lieu of structural panels or rigid ceiling use pudins
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs Tens.Comp. Webs Tens. Comp.
Chord Spacing(in
oc) Start(ft) End(ft)
C-J 125 -154 H-E 129 -154
TC 24
1.19 8.19
BC 109
0.15 9.23
D-I 346 -448
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
in
and CONDITIONS
esibwdes and dales a Ne Truss
EndlMer Is NOT Ne
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Inv .d.
79067
Vol I VAL rV 3 111
V V y 2584u
Loading Criteria (psdt
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCOL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
U
90
1 -0a4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C K2t: 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 9.00
GCpi: 0.18
Wind Duration: 1.60
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 45 0.00 3.78
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1i{--- 1'4n12 --}-- 1-4n12 -91A
12
7 F7 B=3X4
)R)
.;
Code I Misc Criteria
DeD/CSI Criteria
A Maximum Reactions (Ibs), or'=PLF
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.006 999 360
Loc R+ / R- / Rh / Rw / U / RL
C' 122 I- I- /36 137 /9
Rep Factors Used: Yes
VERT(CL): 0.009 999 240
FT/RT:10(Oy10(10)
HORZ(LL):-0.002 - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.003 - -
C Brg Width = 45.4 Min Req = -
WAVE
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC GSI: 0.095
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.134
Chords Tens.Comp. Chords Tens. Comp.
A-B 138 -230 B-C 138 -230
Max Web CSI: 0.000
Wgt 11.2 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
- -- '-
VIEW Ver. 19.01.00A.0618.15
Chords-Tens.Cmnp.— --- -
A-C 211 -90
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING- Please thoroughly review die 'AA
'eniv deslan oaremetam and read notes on Mis Tmss De:
As
GENERAL TERMS
orgenerelguldanre. TPI-0di
1 umdng by all pities involved.
NMl RMTn—
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job Truss
79067, V02
Truss Type
VAL
3 1y 112/23/21111
1
2591
fl
h' 15 34"12
B=4X4
7'9"6
3'4"12 — 914
18R)
�— 3'8"15 i- 3'8"15 �{
Loading Criteria (,q
Wind Criteria
Code I Misc Criteria
DeFlICSI Criteria
♦ Maximum Reactions (Ibs), or `=PLF
TCLL: 40.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc
Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 165 mph
TPI Sid: 2014
VERT(LL): 0.012 D
999 360
Loc R+ / R- / Rh / Rw / U / RL
C- 123 /- /- /40 /47 /11
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.019 D
999 240
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL):-0.006 D
- -
Wind reactions based on MWFRS
Des Ld: 60.00
EXP: C K t: NA
Mean Height: 25.00 ft
Plate Type(s):
WAVE
HORZ(TL): 0.009 D
- -
C Brg Width = 93.4 Min Req = -
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Bearing A is a rigid surface.
9
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.318
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.265
Chords Tens.Comp. Chords Tens. Comp.
A-B 329 -155 B-C 329 -155
C&C Dist a: 3.00ft
Max Web CSI: 0.107
Loc. from endwall: not in 4.50
Wgt: 25.21bs
GCpi: 0.18
Maximum Bat Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-D 225 -219 D-C 225 -219
Bat chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
B-D 360 -554
In lieu of structural panels or rigid ceiling use puriins
-
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(ft)
BC 75
0.00 7.78
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
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
79067 1 VO3 I VAL 2 1 1
i
L
r 1-$I— 54°12
i 58°15
B=4X4
1177
64.12 P 14
Loading Criteria 1ps0
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
Defi/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.044 D 999 360
VERT(CL): 0.068 D 999 240
♦ Maximum Reactions (Ibs), or a=PLF
Gravity Nan -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
C` 123 I- !- /42 130 /12
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL):.0.020 D - -
Wind reactions based on MWFRS
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.031 D - -
C Big Width = 141 Min Req = -
Des Ld: 60.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 2.0
Bearing A is rigid surface.
9 a
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.
Maximum Top Chord Forces Per Ply (Ibs)
Load Duration:
BCDL: 5.0 psf
Max BC CSI: 0.813 813
Chords Tens.Comp. Chords Tens. Comp.
Spacing: 24.0'
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Max Web CSI: 0.268
A - B 728 -377 B - C 728 -377
Loc. from endwall: not in 9.00
Wgt: 40.6 Ibs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
Wind -Duration: -1:60 " " '" -
- " - -' - - -" "
-VIEW Ver 19.O1:OOA.0618A5-
-Chords`"TahsCCCnmo_ - -Chords Tens -Como:
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 11.78
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.
the design of Me sinole Truss depicted an
on
I by TPI and SBC are referenced for general guidance. TPI.1 d
!efined by a Conned agreed upon in writing by all parties involved.
lanes areas defined in TPI-1.
ruMPNM wh,ne tM w ban mrmatl NMlRmtTv.—
A - D 449 -526 D - C 449 -526
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 656 -1086
William M. Ranieri. PE
FI #427"
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job
79067.
Truss Truss Type
VO4 IVAL
City Ply
2 1 1
12/23/2019
2583
Loading Criteria (pep
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
1 5'10'4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
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)
BC 75 0.00 15.78
Apply putting to any chords above or below fillers
at 24' OC unless shown otherwise above.
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
T4"12
15'97
I`15 i 5'10°4
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or `=PLF
PP Deflection in loc Udefl U4
Gravity Non -Gravity
VERT(LL): 0.043 F 999 360
Loc R+ / R- / Rh / Rw I U / RL
VERT(CL): 0.066 F 999 240
E` 123 /- /- 143 131 /12
HORZ(LL): -0.019 F - -
Wind reactions based on MWFRS
HORZ(TL): 0.029 F - -
E Brg Width = 189 Min Req = -
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.750
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.364
Chords Tens.Comp. Chords Tens. Camp.
Max Web CSI: 0.152
A-B 298 -274 C-D 116 -40
Wgt 56.0 lbs
B-C 116 -40 D-E 298 -274
VIEW Ver. 19.01.00A.6618.15
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 328 -135 F-E 327 -142
G - F 337 -142
CONDITIONS
in tons mete t of Me IRC, Me IBC, Iaeal built
sppnsiLlity of the Building Designer and Co
ntl SBCA are referenrcd tar general gulden,
a Contract agreed upon In writing by ell part
as defined in TPI-1.
N Me..unennmmisenn NA-1 PMTnw
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - G 423 -588 F - D 423 -588
the professional ed,g
)DreabilAytsaneallie
William M. PE
Tr Is Me
94270eri.
FI #42704
adooldyantl-Tine pprovssftheTBuiandasme
rode endates,s The approvalO antlaey field
1035 Greenwood Blvd., Suite 173
and Me
.eT All rotes set artInnsi TOO and Me of Me,
TPI-t tlefines fee responsibi4ges and tluties otme Huss
Lake Mary, FL 32746
invdvetl. The SoedalN Enoineerls NOTfbe
Job
79067
Truss I ross I ype
V05 VAL
ury y 11lzjlzulu
2 1
2590
Loading Criteria (,0
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
R9'4.12
I'T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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: h/2 to h
C&C Dist a: 3.00 fit
Loc. from endwall: not in 9.00
GCpi: 0.18
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 19.78
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 Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
9'4.12 �11
19'9"7
8'0"15
DeD/CSI Criteria
PP Deflection in loc L/defl L#1
VERT(LL): 0.039 1 999 360
VERT(CL): 0.060 1 999 240
HORZ(LL): 0.0161 - -
HORZ(TL): 0.024 1 - -
Creep Factor. 2.0
Max TC CSI: 0.686
Max BC CSI: 0.414
Max Web CSI: 0.346
Wgt: 75.6 Ibs
5'10"4
♦Maximum Reactions (Ibs), or.=PLF
Gravity Non-Gravhy
Loc R+ / R- / Rh / Rw / U / RL
E' 123 /- I- 143 /32 /13
Wind reactions based on MWFRS
E Brg Width = 237 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 457 -212 C-D 385 0
B- C 385 0 D- E 457 -212
VIEW Ver.-19.01.00A.0618:15—I"Maximum Bot Chord Forces Per Ply (lbsj
Chords Tens.Comp.
Chords
Tens.
Comp.
A -1 268 -260
G - F
278
-274
I - H 278 -274
F - E
268
-260
H - G 278 -274
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B -1 436 -576 F- D 435 -575
C-H 118 -590
William M. Ranieri. PE
R #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job
79067
Truss Truss Type Oty Ply
V06 I VAL I 1 11
12/23/2019
2599
Loading Criteria (P O
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
(— s10.4
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
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 M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 23.78
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1199a
- -i
12•0-15
610-4 ,
Code I Mist; Criteria
Defi/CSI Criteria
A Maximum Reactions (Ibs), or.=PLF
Code: FBC 2017 RES
PP Deflection in loc Udefi L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.031 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.047 F 999 240
E• 123 /- !- /43 /25 113
FT/RT:10(0)/10(10)
HORZ(LL): 0.012 I - -
Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.018 1 - -
E Brg Width = 285 Min Req = -
WAVE
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.589
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.365
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.565
A-B 338 -165 C-D 303 -31
Wgt: 91.01bs
B-C 303 -11 D-E 338 -179
VIEW Ver. 19.01.00A.0618.15
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -1 215 -202 G - F 227 -228
I-H 227 -211 .F-E 214 -219
H - G 227 -211
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-1 533 -712 F-D 533 -713
C - H 128 -663
William M. Ranieri. PE
FI#42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
.. .. I 2595
79067 V07 VAL 1 1
Loading Criteria (pap
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
ENZW %
—5.10.4 ')160.15- i 610.4—�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 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: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
%AnnA'rlvroenn.. n -
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 27.78
Apply pudins 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(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING^ Please thoroughly review the "A-1
'enry d sion oammete,s and read notes on Nis Truss De
GENERAL TERMS
,dy Engnmerreferen
3p dalty Enginaer),t
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.038 L 999 36(
VERT(CL): 0.059 L 999 24(
HORZ(LL): 0.013 L - -
HORZ(TL): 0.020 L - -
Creep Factor. 2.0
Max TC GSI: 0.841
Max BC CSI: 0.395
Max Web CSI: OA80
Wgt: 112.0 Ibs
VIEW Ver.-19.01:OOA.0618:15-
nmea for general guidance. TPI-1 d
upon In wring by all pares invWved.
ns inn of 11W 1Tnwaa.
♦Maximum Reactions (Ibs), or`=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
G• 123 /- /- 144 125 113
Wind reactions based on MWFRS
G Brg Width = 333 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 238 -456 D-.E 72 -30
B - C 236 -201 E - F 236 -201
C-D 72 -30 F-G 238 -456
Maximum Bot Chord Forces Per Ply.(Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-L 475 -195 J-1 490 -206
L - K 486 -203 1- H 486 -203
K - J 490 -206 H - G 474 -195
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - L 485 -648 I - E 384 -540
C - K 394 -540 H - F 485 -648
ACKNOWLEDGMENT' fo,m.
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job Truss Truss Type Orly Ply 12/23/2019
79067. V08 I VAL 1 11 I 2592
Loading Criteria (W
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
Mean Height: 25.00 fit
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
Bot chord 2x4 SP #2
Webs 2x4 SP #3
103'13 -} 10'3M3
N1.5X4(")
Code / Misc Criteria
DBfl/CSI Criteria
♦ Maximum Reactions (Ibs), or.=PLF
Code: FBC 2017 RES
PP Deflection in loc
Udell L/# Gravity Nan -Gravity
TPI Std: 2014
VERT(LL): 0.003 B
999 360 Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.005 B
999 240 F' 123 1- /- /45 134 /13
FT/RT:10(0)/10(10)
HORZ(LL):-0.049 B
- - Wind reactions based on MWFRS
Plate Type(s):
HORZ(TL): 0.068 B
- - F Brig Width = 247 Min Req = -
WAVE
Creep Factor. 2.0 '
Bearing K is a rigid surface.
Max TC CSI: 0.709
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.336
Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.239
A-B 196 -243 C-D 470 -254
Wgt. 89.6 Ibs
B-C 470 -254 D-E 196 -243
VIEW Ver. 19.01.00A.0618.15 Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
K-J 166 -136 H-G 169 -139
J-1 167 -137 G-F 168 -137
I-H 167 -137
Plating Notes
(") 2 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 20.64
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
ameters and read name on this Truss De:
shall be used for Me TOO M be valid. As
use of Me Truss, including harerIng, storage, insladadon aiw bracing shall be Me responsibility of the Suildi
guidelines of Me Budding Component Safety bdonruagon (BSCI) published by TPI and SBCA are referenda
Designer, Spedalty Engineer and Truss Manufacturer, unless oMelwise defined by a contract agreed upon
and CONDITIONS
:e shest before use.
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-K
246 -314
G-D
508 -653
B-J
5W -653
E-F
246 -314
C-1
0 -279
Me MD, only Alpine William M. Ranieri. PE-
fMe any Building
sf Me
Buand is any
FI #42704
of Me Me Precious,
anygnd 1035 Greenwood Blvd., Suite 173
lea an Meprs of
and Lake Mary, FL 32746
lea antltlWes of Me Truss ry
d1l RoOTr—
Job
79067
I runs I NSs I ype uty I Fly
V09 VAL 1 1
12/23/2019
2630
Loading Criteria (psq
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 60.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
1
2MO
F+�d•1 F+'d'1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 165 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 2&00 R
TCDL: 5.0 psf
BCDL: 5.0 psf'
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 If
Loc. from endwall: not in 9.00
GCpi: 0.18
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2z4 SP #3 :W1 2x6 SP #2:
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 20.64
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code I Mile Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
GENERAL TERMS
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 C 999 36
VERT(CL): 0.006 C 999 24
HORZ(LL): 0.197 D - -
HORZ(TL): 0.257 D - -
Creep Factor. 2.0
Max TC CSI: 0.593
Max BC CSI: 0.456
Max Web CSI: 0.414
Wgt: 105.0 Ibs
Ver. 19.01:OOA.0618:15
S011publlshedby TPland5aeAarereferenP forgenemiguidMW. TPI-ldefines
as otherwise defined by a Gonad armed upon in writing by all parties involved. The
Ail capitalized terms ere as defined in TP1-1.
t in nmfmm. ix raMTnMwiBuudfM unMn reemiacinn nlAt RmfTuswa.
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H' 137 /- /- 149 /39 121
Wind reactions based on MWFRS
H Brg Width = 247 Min Req = -
Bearing M is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 74 0 D-E 558 -220
B-C 280 -226 E-F 314 -229
C-D 544 -220 F-G 74 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
M - L 215 -225 J -1 220 -204
L-K 216 -230 I-H 219 -202
K-J 216 -230
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
B - M
455 -476
I - E
482
-613
C-L
484 -613
F-H
487
-476
D-K
13 -355
form:
William M. Ranied. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Job Truss
79067, VM02
Loading Criteria (ps0
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 60.00
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: In to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
Webs 2x4 SP #3
Puriins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(m oc) Start(ft) End(ft)
BC 23 0.00 1.89
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Truss Type
VAL
15}^ 1'4"12 �{
12
r-7
1'1Ohl 1 ---i
�-17"3 P 1'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
In the context ar be IRC, t
s,oranility of the Building
nd SBCA are refer nmd f<
a Contract agreed upon in
Qty Ply
2 1
T
90
1
III1.5X3
12/23/2019
2594
Deft/CSI Criteria
PP Deflection in too L/defl L/#
VERT(I-Q: NA
VERT(CL): NA
A Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Ca 122 /- /- /53 /14 /19
HORZ(LL): 0.000 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.001 C - -
C Brg Width = 22.7 Min.Req = -
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.047
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.049
Chords Tens.Comp.
Max Web CSI: 0.021
A - B 32 -34
Wgt: 7.0 Its
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp.
A-C 68 -17
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 61 -68
snd CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGMENT-forn.
e sheet before use. Unless othervdse slated on the MD. only Alpine
e seal on any MD represents an aceptanso of the professional engineemg
William M. Ranieri. PE
ailing conditions, suitability and use of this Tmss for any Building is the
R#42704
IC, Taal building male and TPI-1. The approval Of Me MO and any laid
1035 Greenwood Blvd., Suits 173
ignerand Conlydctc. Alinotesset Outlnthe TODMAMepractonsand
neml guidance. TPI-1 defines the responsibilities and duties of Ne Tmss
Lake Mary, FL 32746
ng by all parties involved. The Sp dalty Engineer is NOT Me
wWTnvP_v
Job fruss
79067 VM04
I mss I ype
VAL
uty Fry
2 1 1
1"223r2019
2587
Loading Criteria (Re0
Wind Criteria
TCLL: 40.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 165 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C K t: NA
Des Ld: 60.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psi
Load Duration: 1.25
BCDL: 5.0 psi
Spacing: 24.0'
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Puriins
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 47 0.00 3.89
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
F— i 3'4'12 —�
i 3110"11 �{
i 3-7.3
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT.10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
-A-1
GENERAL
i
1
1111.5X4
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
VERT(LL): NA
Lac R+ / R- / Rh / Rw / U / RL
VERT(CL): NA
C• 123 /- /- 160 /27 128
HORZ(LL): 0.005 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.008 C - -
C Srg Width = 46.7 Min Req = -
Creep Factor. 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.270
Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.214
Chords Tens.Comp.
Max Web CSI: 0.089
A-B 70 -90
Wgt: 14.0 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)__
VIEW Ver: 19.01.00A.0618.15--
J
n: rd6-Tane Cmmrl
iaor. AIInMes
TPI-1 defines
hry vj. The
A-C 166 -40
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 161 -160
William M. Ranieri. PE
FI #42704
1035 Greenwood Blvd., Suite 173
Lake Mary, FL 32746
Rm T.
JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34446
772409-1010
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 @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
0
ttach Corner Jack's
d (2) 16d Toe Nails
@ TC & 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 34946
772-009-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
I'-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE SLOG.
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
24' O.C.
2X6 DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\ EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
ENO WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL: `GABLE-TRUSSES'MAY-SE-BRACED-AS-NDTED:-- -- - - - - --- - --'--
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-SB, 021 D5), 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 TRUS.'
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
UKAL
TRUSS
AN ADEDUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
12/23/19 PIGGY -BACK TRUSS STDTLO4.1
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, 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'-0"
OPTION NO. 1 TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-a'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 ACHIEVE
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 Z') 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 34945
772-409-1010
VALLEYTRUSS
SECURE VALLEY TRUSS
W/ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (TYP.)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOFW/TWO
SIMPSON SDS25412 (1/4- X 4.5')
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW =4.5' SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASE TRUSSES
VALLEY TRUSS
(TYPICAL)
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL STDTL06
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=10d
2. WOOD SCREW =3' SDS25300 SIMPSON OR EQUIVALENT.
C' 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
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NOS -01.
4451 ST. LUCIE BLED. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 46' O.C.
FORT PIERCE, FL 34946 TRUSS,ORGIRDER7
772409-1010 TRUSS
SECURE
W/(
VALLmTPRCUAS IJ II 11 'I II II II BASE TRUSSES
DETAIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEYTRUSS TRUSS
/dk\ (TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS#2
MAX TOP CHORD TOTAL LOAD =50 PSF
SYP TO THE ROOF W/TWO
MAX SPACING= 24' O.C.(BASE AND VALLEY)
SIMPSON SDS25300 (1/4' X3-)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
JULY 17, 2017 1 1 1 % "� V ""` 1 "" 1 "" 1 / ]" STDTL07
(HIGH WIND VELOCITY)
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-
--WIND DESIGN PER 'ASCE -7-10:-170 MPI
MAX MEAN ROOF HEIGHT= 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNI,. v vnIL. r . 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 6112 (MAXIMUM
12112 PITCH)
eye
4
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' O.C.
V ER'
STU[
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE :FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUBVBRACE
#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
V/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
444
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) - IDd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Ed NAILS MINIMUM,
3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
*
v
DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
1.
MINIMUM GRADE OF #2 MATERIAL IN THE TOP ANO BOTTOM CHORDS.
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
_
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
5.
BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4' - 0' D.C.
S.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
B.
THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. DIAL.
BRACE
S.
DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
PEENED
10.
IDd AND 16d NAILS ARE 0131'X3I1' AND 0131'X35' CDMMON WIRE NAILS
RESPECTIVELY.
U.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-0I-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1 1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#3]STUD
1TO.C.
3-6-10
5-&ll
6-6-11
11-1-13
2X45P#3/STUD
16'0.C.
3-3-10
4-9.12
6E-11
9.1045
2X4 SP#31STUD
24'0.C.
2-6-6
3-11-3
54-12
6-1-2
2X4SP#2
12'0.C.
3-1D-15
5£-11
6-6-11
11-8-14
2X4SP#2
16'O.C.
3-641
4-9-12
6-6-11
10A-0
2X4SP#2
24,O.C.
3-1-4
3-11-3
6.2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 22' - 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 ENO DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - 10d
NAILS
"TRUSSES @ 24' D.C.
'2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
FEET
INCREASE: 1.60
FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% 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 3494
T72-0 9-1016
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE NAIL ALONG ENDRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X6 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2X8 T-BRACE
2X6 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRDNGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
C, NOTE 1: 2XS STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945 NOTE 2: STRDNGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR
0 TOPACHORO 1TTACH NAILS 0131, 3')d \NAILS 131' X 3'). r NATTACH AILS ( TO VERTICAL
11 \ WES WITH (3) - 10d
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING J Z ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - IDd
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IDd
NAILS (0131' X 3')
TRUSS 2X6 4' - 0' WALL
STRDNGBACK r
(TYPICAL SPLICE) � (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRDNGBACK (00 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 STRDNGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRDNGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-4MI010
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
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
1OB.B
99.6
86.4
84.5
73.8
ri
.12B
74.2
67.9
58.9
57.6
50.3
p
.131
75.9
69.5
60.3
59.0
51.1
J
n
.148
74_5_
64.6
63.2
525
_81.4
ri
VALUES SHOWN ARE CAPACITY PER TDE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 1.15 COOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00°
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
- NEAR SIDE -
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.000
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-709-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE —NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
LO
.131
59
46
32
30
20
0
J
.135
60
48
33
30
20
a
U7
(7
.162
72
58
39
37
25
'
J
a
U
.128
54
1 42
28
27
19
I—
0 Z
Z
O
.131
55
43
29
28
19
U1
.148
62
48
34
31
21
J
L0
J
N
Q
M
Z
.120
51
39
27
26
17
C7
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
O
.148
57
44
31
28
20
Ni
1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF L33:
3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE_ UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X ISO IDOL 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 2X6 BEARING WALL
NEAR SIDE
FAR S
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
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
772-409-1010
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.
a -
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. CUCIE BLVD.
FORT PIERCE, FL 34945
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND 4) `' `�j
FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTLI5
MI ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24
1706
2559
1561
2342
1320
198D
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 2X4, THREE
ROWS FOR 2)(6) SPACED 4' OZ. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FRDM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
• 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
pm
jw
m w-'A
��
2
G' 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
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WODD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
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 STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772-409-1010
TRUSS CRITERIA:
LOADING: 40-ID-0-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 DR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
lGiln ira.n
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 41Y) SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES