HomeMy WebLinkAbout0 GARDEN CIRCLEb Truss Truss Type Oty Ply PLEASANT VALLEY ROAD
- -
006 2 MONO TRUSS 4 1
- - -- - - - - - - -------.o tio__ --
russ Engineering Corp., Indian Orchard, MA 01151 - age
9 9 P•. 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:24 2001 Page 1
'V'-Q �()
0
2-1-8 -------I
1-0-0 2-1-8
2-1-8 —�
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc) I/dell
TCLL 30.0
Plates Increase
1.15
TC 0.12
Vert(LL)
0.00
2 >999
TCDL 7.0
Lumber Increase
1.15
BC 0.02
Vert(TL)
0.01
1-2 >999
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3 n/a
BCDL 10.0
Code BOCA/ANSi95
(Matrix)
1st LC LL
Min Udell = 240
LUMBER
TOP CHORD
TOP CHORD 2 X 4 SPF No.2
2-3 = -61
BOT CHORD 2 X 4 SPF No.2
BOT CHORD
2-4 = 0
BRACING
TOP CHORD
Sheathed or 2-1-8 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size)
2 = 19710-3-8 4 = 18/0-3-8
3 = 41/Mechanical
Max Horz
2 = 70(load case 5)
Max Uplift
2 =-78(load case 4) 4 =-10(load case 2)
3 =-46(load case 5)
FOLES (lb) - First Load Case Only
TOP CHORD
1-2 = 43
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom Lhord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Design load is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increase
plate sizes to account for these factors.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6.0 between the bottom chord and any other
members.
6) Refer to girder(s) for truss to truss connections.
Scale: 1'=11
PLATES GRIP
M1120 197/144
Weight: 7 lb
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 78 lb uplift at joint 2, 10 lb uplift atjoint 4 and 46 lb uplift atjoint 3.
8) This truss has been designed with ANSI/TPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
Job Truss (Truss Type
00006 4 MONO TRUSS
Truss Engineering Corp., Indian Orchard, MA 01151
-1-0-0 6-1-8
1-0-0 6-1-8
Oty Ply PLEASANT VALLEY ROAD
4 ]1
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 07:01:55 2001 Page 1
z
Scale:
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/dell
PLATES GRIP
TCLL 30.0
TCDL 7.0
Plates Increase 1.15
Lumber Increase 1.15
TC 0.66
BC
Vert(LL) 0.14 2-4 >490
M1120 197/144
BCLL 0.0
Rep Stress Incr YES
0.26
WB 0.00
Vert(TL) 0.15 1-2 >94
Horz(TL) -0.00 3 n/a
BCDL 10.0
Code BOCA/ANS195
(Matrix)
1st LC LL Min Udell = 240
Weight: 17 lb
LUMBER
TOP CHORD 2 X 4 SPF N0.2
TOP CHORD
2-3
6) This truss has been designed with ANSUTPI 1-1995 criteria.
BOT CHORD 2 X 4 SPF No.2
= 101
BOT CHORD
7) All Plates 20 Gauge Unless Noted
i BRACING
2-5 = 0 4-5 = 0
il.t(1
TOP CHORD
NOTES (7)
Sheathed or 6-0-0 oc purlins.
1) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft
BOT CHORD
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
"��V: • ���
Rigid ceiling directly applied or 10-M oc
bracing.
load, 50 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed
building, of dimensions 45 ft by 30 ft with exposure C ASCE 7-93 per BOCA/ANSI95 If
REACTIONS (lb/size)
end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are
2 = 371/0-3-8 4
= 94/0-3-8
exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33
:V
3 = 208/Mechanical
Max Horz
2) As requested, plates have not been designed to provide for placement tolerances or
2 = 263(load
rough handling and erection conditions. It is the responsibility of the fabricator to increase
rase 4)
Max Uplift
plate sizes to account for these factors.
•
2 =-202(load case 4) 4
=-91(load case 2)
3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all
3 =-183(load case 2)
areas with a clearance greater than 3-6-0 between the bottom chord and any other
ice' �' • v�j� ��
•�'.
members.
C_`\\\�\\
S`
FORCES (lb) -First Load Case Only
4) Refer to girder(s) for truss to truss connections.
�i
,, r
15)
TOP CHORD
Provide mechanical connection b others of truss to bearing plate capable of
(y ) P
,'r 1 n 1
1-2 = 43
withstanding 202lb uplift at joint 2, 91 lb uplift at joint 4 and 183 lb uplift at joint 3.
Truss Type Oty Ply PLEASANT VALLEYROAD
]Truss-
5 MONO TRUSS 4 1 - -— - o tional
Corp., Indian Orchard, MA 01151—.4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:2525 2001 Page 1
-1�_ 4 2 13 _.j. 8-1-8
1-0-0 4-2-13 3-10-11
Scale. 3/8"=1
4
2x3 J
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stresslncr YES
Code BOCA/ANSI95
CSI
TC 0.66
BC 0.30
WB 0.18
DEFL in (loc) I/deg
Vert(LL) n/a - n/a
Vert(TL) 0.38 3-4 >132
Horz(TL) 0.00 5 n/a
1st LC ILL Min I/defl = 240
PLATES GRIP
M1120 1971144
Weight: 30 lb
LUMBER
TOP CHORD
6) Provide mechanical connection (by others) of truss to bearing plate capable of
TOP CHORD 2 X 4 DF 2850F 2.3E
2-3 = -356 3-4 = -92
withstanding 61 lb uplift at joint 2 and 143 lb uplift atjoint 5.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
7) This truss has been designed with ANSUTPI 1-1995 criteria.
WEBS 2 X 4 SPF Stud
2-5 = 279
8) All Plates 20 Gauge Unless Noted
WEBS
\;`�11,1i•,j:i//�/�r
BRACING
3-5 = -359
11u%I%'���ii�
TOP CHORD
��'�`•y�(
�"
Sheathed or 6-0-0 oc purlins.
NOTES (8)
y�r . •i j'=-"
BOT CHORD
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
Rigid ceiling directly applied or 10-0-0 oc
bracing.
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
REACTIONS (lb/size)
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, [hey
Z = 526/0-3-8 5
= 30210-3-8
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
Max Horz
increase is 1.33. and the plate grip increase 1s 1.33
y f) _
2 = 242(load case 5)
2) Design load is based on 30.0 psf specified roof snow load.
r ,
Max Uplift
3) Unbalanced snow loads have been considered for this design.
2 =-61(load case 4) 5
=-143(load case 5)
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It Is the responsibility of the fabricator to increase
FORCES (lb) - First Load Case Only
plate sizes to account for these factors.
'
TOP CHORD
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
1-2 = 22
areas with a clearance greater than 3.6-0 between the bottom chord and any other
members.
Job - - -- - _ --
Truss
-
Type
00006 M5
JTruss
MONO TRUSS
ss TruEngineering rp Co., Indian Orchard. MA 01151
LOADING (psf)
SPACING
2-0-0
TCLL 30.0
Plates Increase
1.15
TCDL 7.0
Lumber Increase
1.15
BCLL 0.0
Rep Stress Incr
YES
BCDL 10.0
Code BOCA/ANSI95
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF N0.2
WEBS 2 X 4 SPF Stud
BRACING
TOP CHORD
Sheathed or 6-0-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
4 = 133/Mechanical 2 = 539/0-3-8
5 = 318/0-3-8
Max Horz
2 = 259(load case 4)
Max Uplift
4 =-103(load case 5) 2 =-144(load case 4)
5 i =-162(load case 4)
FORCES (lb) - First Load Case Only
OtY Ply PLEASANT VALLEY ROAD
12 1
---- _ ---___ [optional)
_
4.201 Ski s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:26 2001 Page 1
0-0-0 5-2-1 + 10-0-0
1-0-0 5-2-1 4-9-15
2x3
Scale:
9-9-11
9-9-11
10 0-0
0-21-5
CSI
TC 0.52
DEFL in
Vert(LL) 0.35
(loc) Udefl
2-5 >325
PLATES GRIP
BC 0.46
Vert(TL) -0.34
2-5 >337
M1120 197/144
WB 0.28
Horz(TL) 0.00
5 n/a
(Matrix)
1st LC LL Min Udefl = 240
Weight: 34 lb
TOP CHORD
1-2 = 43
2-3 = -424 3-4 = -136
6) Refer to girder(s) for truss to truss connections.
BOT CHORD
7) Provide mechanical connection (by others) of truss to bearing plate capable of
2-5 = 295
withstanding 103 lb uplift atjoint 4, 144 lb uplift atjoint 2 and 162lb uplift atjoint 5.
WEBS
8) This truss has been designed with ANSUTPI 1-1995 criteria.
3-5 = -377
9) All Plates 20 Gauge Unless Noted
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 It
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition 1 enclosed building,
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Design load is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increase
Plate sizes to account for these factors.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 botween the bottom chord and any other
members.
Job (r.�Truss Truss Type IQty Ply PLEASANT VALLEY ROAD
00006 � '— TPUSS
(o tional
Truss Engineering Corp., Indian Orchard, MA 01151 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:27 2001 Pagel
LOADING (psf) SPACING 2-"
TCLL 30.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code BOCAIANS195
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 6 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud
BRACING
TOP CHORD
Sheathed or 4-1l-14 cc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
9 Row at midpt 4-7
REACTIONS (lb/size)
2 = 852/0-3-8 7 = 1516/0-3-8
Max Horz
2 =-302(load case 2)
Manplift
2 =-269(load case 4) 7 =-370(load case 4)
-1-5-0 i__-- 5-2-4 9-7-9 { 14-0-15
1-5-0 5-2-4 4-5-5 4-5-6
636 Fl2 1.5x4 6 II
o r
1.5x4 11 7x8 = 3x4 =
5-2-4 9-7-9 14-0-15
5-2-4 4-5-5 4-5-6
CSI DEFL in (loc) I/deft
TC 0.25 Vert(LL) -0.04 8-9 >999
BC 0.44 Vert(TL) -0.07 8-9 >999
WB 0.63 Horz(TL) 0.01 7 n/a
(Matrix) 1st LC LL Min Well = 240
FORCES (lb) - First Load Case Only
TOP CHORD
1-2 = 50 2-3 = -1374 3-4 = -902 4-5 = -5
5-6 = 2
BOT CHORD
2-9 = 1194 8-9 = 1194 7-8 = 767
WEBS
3-9 = 539 3-8 = -477 4-8 = 1465 4-7 = -1263
5-7 = 20
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Design load Is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
1k 1,
PLATES GRIP
M1120 197/144
Weight: 74 lb
Scale:
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increa:
plate sizes to account for these factors.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 269 lb uplift at joint 2 and 370 lb uplift at joint 7.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
8) Load case(s) 1, 2, 3, 4, 5 has been modified. Building designer must review loads to
verify that they are correct for the intended use of this truss.
9) All Plates 20 Gauge Unless Noted
Job Truss
Truss Engineering Corp., Indian Orchard, MA 01151
1-0-0
LOADING (psf) SPACING 2-0-0
TCLL 30.0 Plates Increase 1.15
TCDL 7.0 Lumber Increase 1.15
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code BOCA/ANSI95
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 4 SPF Stud
BRACING
TOPCHORD
Sheathed or 6.0-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0
oc bracing.
REACTIONS (lb/size)
1 =-99/16-0-0
7 =-99/16-0-0
2 = 322/16-0-0
6 = 322/16-0-0
9 = 306/16-0-0
10 = 353/16-0-0
8 = 353/16-0-0
Max Horz
1 = 142(load case 5)
Max rj 1plift
1 =-103(load case 4)
7 =-103(load case 3)
2 =-81(load case 6)
6 =-43(load case 7)
10 =-158(load case 6)
Truss Type
PIGGYBACK
8-0-0
8-0-0
4x4 =
4
/ Ply PLEASANT VALLEY ROAD
11 1
8-0-0
CSl DEFL in (loc) Vdefl
TC 0.19 Vert(LL) We n/a
BC 0.06 Vert(TL) n/a n/a
WB 0.15 Horz(TL) 0.00 6 n/a
(Matrix) 1st LC LL Min Vdefl = 240
Max Uplift
8 =-157(load case 7)
Max Grav
1 = 100(load case 6) 7 = 44(load case 7)
2 = 336(load case 2) 6 = 336(load case 3)
9 = 306(load case 1) 10 = 433(load case 2)
8 = 433(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD
1-2 = 74 2-3 = 13 3-4 = -153 4-5 = -153
5-6 = -135 6-7 = 74
BOTCHORD
2-10 = 53 9-10 = 53 6-9 = 53 6-8 = 53
WEBS
4-9 = -225 3-10 = -275 5-8 = -275
NOTES (10)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
with exposure C ASCE 7-95 per BOCAIANS195 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:28 2001 Page 1 1
1-0-0
Scale: 3/8"=1(
PLATES GRIP
M1120 197/144
Weight: 51 lb
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see MiTek "Standard Gable End Detail"
3) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increase
plate sizes to account for these factors.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 4-0-0 oc.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 103 lb uplift at joint 1, 103 lb uplift at joint 7, 81 lb uplift at joint 2, 43 lb uplift
at joint 6, 158 lb uplift at joint 10 and 157 lb uplift at joint 8.
8) This truss has been designed with ANSVTPI 1-1995 criteria.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not
exceed 0.500in.
10) All Plates 20 Gauge Unless Noted
-- - - - ----- --- -- -
1Truss
G1
Engineering Corp., Indian Orchard, MA 01151
r
6
Truss Typo Qly Ply PLEASANT VALLEY ROAD
ROOFTRUSS 2
2
footional)
4.201 SRt s Nov 16 2000 MTek Industries, Inc. Fri Aug 31 06:25:29 2001 Page 1
5-3-7 10-0-0 15-2-8 20-5-0
1-0-0 5-3-7 4-8-9 5-2-8 5-2-8
4x9 =
3x5 = 1.5x4 11
4 5 6
II IC 13 a l4 1J 10 r
1.5x4 II 7x8 = 3x4 = 4x4 =
5-3-7 10-0-0 1 15-2-8 I 20-5-0
5-3-7 4-8-9 5-2-8 5-2-8
Scale: 1/4"=1
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) Vdefl
PLATES GRIP
TCLL 30.0
Plates Increase
1.15
TC 0.23
Vert(LL) -0.08 8-9 >999
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.34
Vert(TL) -0.10 8-9 >999
BCLL 0.0
Rep Stress Incr
NO
WB 0.95
Horz(TL) 0.03 7 n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min Vdefl = 240
Weight: 239 lb
LUMBER
Max Uplift
NOTES (12)
TOP CHORD 2 X 4 SPF No.2
2 =-382(load case 6)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
BOT CHORD 2 X 6 SPF 1650F 1.5E
Max Grav
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
WEBS 2 X 4 SPF No.2'Except*
7 = 3590(load case 2) 2
= 2786(load case 2)
load, in the gable end roof zone on an occupancy category 1, condition I enclosed building,
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud
with exposure C ASCE 7-95 per BOCAIANS195 If end verticals or cantilevers exist, they
FORCES (lb) - First Load Case Only
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
BRACING
TOP CHORD
increase is 1.33. and the plate grip increase is 1.33
TOP CHORD
1-2 = 47 2-3 = -3675
34 = -3315 4-5 = -1790
2) Design load is based on 30.0 psf specified roof snow load.
Sheathed or 6-0-0 oc purlins, except end verticals.
5-6 = -28 6-7 = -172
3) Unbalanced snow loads have been considered for this design.
BOT CHORD
BOT CHORD
4) Provide adequate drainage to prevent water ponding.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-10 = 2821 9-10 = 2821
9-11 = 2618 11-12 = 2618
5) As requested, plates have not been designed to provide for placement tolerances or
WEBS
12-13 = 2618 8-13 = 2618
8-14 = 1790 14-15 = 1790
rough handling and erection conditions. It is the responsibility of the fabricator to increase
1 Row at midpt 5-7
15-16 = 1790 7-16 = 1790
plate sizes to account for these factors.
WEBS
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
REACTIONS (lb/size)
3-10 = 83 3-9 = -331
4-9 = 2758 4-8 = -1452
areas with a clearance greater than 3-6-0 between the bottom chord and any other
7 = 3286/0-3-8 2 = 2487/0-3-8
5-8 = 2221 5-7 = -3155
members.
Max Horz
7) Provide mechanical connection (by others) of truss to bearing plate capable of
2 a" = 292(load case 5)
withstanding 481 lb uplift atjoint 7 and 382 lb uplift at joint 2.
Max Uplift
8) This truss has been designed with ANSVTPI 1-1995 criteria.
7 = 481(load case 6)
Job Truss Truss T e — - -- _-------- ----
YP Oly Ply- PLEASANT VALLEY ROAD
00006 M7 ROOF TRUSS ___1(P )
o tional
Truss Engineering Corp., Indian Orchard, MA 01151 4.201 SRt s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:30 2001 Page
F1_0�0 6-5-2 _ 12-0-0 16-2-8 �20-5-0
1-0-0 6-5-2 5-6-14 4-2-8 4-2-8
Scale: 114'
N
d1
4x4 =
3x4 = 3x4 II
4 5 6
0 7 Z 13 7
1.5x4 11 5x8 = 3x5 =
6-5-2 12-0-0 20-5-0
6-5-2 5-6-14 8-5-0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in (loc) I/defl
PLATES GRIP
TCLL 30.0
Plates Increase
1.15
TC 0.52
Vert(LL) -0.22 7-8 >999
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.76
Vert(TL) -0.34 7-8 >708
SCLL 0.0
Rep Stress Incr
YES
WB 0.66
Horz(TL) 0.03 7 n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min I/defl = 240
Weight: 107 lb
LUMBER
Max Uplift
NOTES (9)
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X SPF
2 =-196(load case 6)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
4 No.2
WEBS 2 X 4 SPF No.2 'Except*
Max Grav
7 = 1169(load case 2) 2
= 1286(load case 2)
.,,.ove round ,_.._, .._:__ 0 __•.__ -'n _rd ,- -a .._ - . - . _ _ - - . .. .
.o y, uuuu ,o�cy usury a.v psr rap cobra aeb loab and o.0 pst bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
W1 2 X 4 SPF Stud
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
BRACING
FORCES (lb) - First Load Case Only
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
TOP CHORD
TOP CHORD
1-2 = 43 2-3 = -1433
3-4 = -913 4-5 = -621
increase is 1.33, and the plate grip increase is 1.33
2) Design load is based on 30.0 psf specified roof snow load.
Sheathed or 4-0-0 oc purlins, except end verticals.
5-6 = -30 6-7 = -150
3) Unbalanced snow loads have been considered for this design.
BOT CHORD
BOT CHORD
4) Provide adequate drainage to prevent water ponding.
Rigid ceiling directly applied or 10-0-0 oc bracing.
2-10 = 1028 9-10 = 1028
9-11 = 1025 8-11 = 1025
5) As requested, plates Have not been designed to provide for placement tolerances or
WEBS
1 Row at midpt 6-7, 5-7
8-12 = 387 12-13 = 387
WEBS
7-13 = 387
rough handling and erection conditions. It is the responsibility of the fabricator to increase
3-9 = 212 3-8 = -543
4-8 = 117 5-8 = 557
plate sizes to account for these factors.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all
REACTIONS (lb/size)
7 = 1117/0-3-8 2 = 114310-3-8
5-7 = -876
areas with a clearance greater than 3-6-0 between the bottom chord and any other
Max Horz
members.
2 ?� = 349(load case 5)
7) Provide mechanical connection (by others) of truss to bearing plate capable of
Max Uplift
withstanding 216 lb uplift at joint 7 and 196 lb uplift atjoint 2.
7 =-216(load case 6)
8) This truss has been designed with ANSUTPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
Job Truss Truss T e
YP Oly Ply PLEASANT' VALLEY ROAD
00006 M2 ROOF TRUSS 2 1
—-- --Orchard.-MA— ---- -- - — oQtional - -- - --- — - - - --- -- - -- -- - - --
Truss Engineering Corp., Indian 01151 4.201 SR s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:32 2001 Page 1
6-5-2 14-0-0 20-5-0
1-0-0 6-5-2 7-6-14 6-5-0
Scale: 3/16"
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 'Except'
W 1 2 X 4 SPF Stud
m
r
SPACING 2-"
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code BOCAIANS195
BRACING
TOPCHORD
Sheathed or 3-11-6 oc purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 5-6. 3-7
2 Rows at 1/3 pts 4-6
REACTIONS (lb/size)
6 = 1105/0-3.8 2 = 115110-3-8
Max'Horz
2 = 405(load case 5)
7x8 i
4
3x5 II
5
3x6 = 10 9 11 8 7 12 6
1.5x4 II 3x4 = 3x4 = 3x5 =
6-5-2 14-0-0 20-5-0
6-5-2 7-6-14 6-5-0
CSI DEFL in (loc) Vdefl
TC 0.67 Vert(LL) -0.08 6-7 >999
BC 0.59 Vert(TL) -0.12 2-9 >999
WB 0.98 Horz(TL) 0.03 6 n/a
(Matrix) 1st LC LL Min I/dell = 240
Max Uplift
6 =-230(load case 6) 2 =-183(load case 6)
Max Grav
6 = 1176(load case 2) 2 = 1305(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD
1-2 = 43 2-3 = -1470 3-4 = -778 4-5 = -19
5-6 = -194
BOT CHORD
2-10 = 1063 9-10 = 1063 9-11 = 1060 8-11 = 1060
7-8 = 1060 7-12 = 498 6-12 = 498
WEBS
3-9 = 282 3-7 = -678 4-7 = 629 4-6 = -941
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33. and the mate nrin increase iq 1 11
PLATES GRIP
M1120 197/144
Weight: 105 lb
2) Design load is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increase
plate sizes to account for these factors.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 230 lb uplift at joint 6 and 183 lb uplift at joint 2.
8) This truss has been designed with ANSUTPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
Engineering
Truss Truss Type lacy -Ply PLEASANT VALLEY ROAD
M3 ROOFTRUSS 2 1
---- — (optional)
idian Orchard, MA 01151 4.201 SR1 s Nov 16 2
1i 0l 4-2-4 8-0-6 16-0-0 20-5-0
1-0-0 4-2-4 3-10-2 7-11-10 4-5-0
1 vl1
d
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0 `
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code BOCA/ANSI95
LUMBER
TOP CHORD 2 X 4 SPF N0.2
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2'Except'
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud
BRACING
TOP CHORD
Sheathed or 3-8-15 oc purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 4-8. 5-8
2 Rows at 1/3 pts 6-7
REACTIONS (lb/size)
7 - 110110-3-8 2 = 1105/0-3-8
Max F%rz
2 = 461(load case 5)
4x9 G
5
4x5 =
6
3X5 = 10 11 9 8 12 7
30 = 3x4 = 3x8 = 3x5 11
8-0-6 16-0-0 20-5-0
8-0-6 7-11-10 4-5-0
CSI
DEFL in (loc)
Udell
TC 0.90
Vert(LL) -0.12 8-10
>999
BC 0.58
Vert(TL) -0.20 8-10
>999
WB 0.77
Horz(TL) 0.03 7
n/a
(Matrix)
1st LC LL Min Well = 240
Max Uplift
7 =-245(load case 6) 2
=-168(load case 6)
Max Grav
7 = 1194(load case 2) 2
= 1267(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD
1-2 = 43 2-3 = -1406
3-4 = -1189 4-5
= -580
5-6 = -322 6-7 = -1012
BOT CHORD
2-10 = 1031 10-11 = 908
9-11 = 908 8-9
= 908
8-12 = 3 7-12 = 3
WEBS
3-10 = -152 4-10 = 381
4-8 = -734 5-8
= -288
6-8 = 985
Aug 31
Scale: 3/1
�; `' 4 i�UlY7yLCG%4i
�' �A,Z Qt1ER �� C
* g
PLATES GRIP
M1120 1971144
Weight: 117 lb
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed buildin
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33, and the plate grip increase is 1.33
2) Design load is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increas
plate sizes to account for these factors.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 245 lb uplift at joint 7 and 168 lb uplift at joint 2.
8) This truss has been designed with ANSVTPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF No.2
BOT CHORD 2 X 4 SPF N0.2
WEBS 2 X 4 SPF No.2'Except*
W12X4SPF Stud
Truss Type Oty I Ply -(PLEASANT VALLEY ROAD
- - -----
RVV!'IRVJJ ��-
MA 01151 4.201 SRt s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:34 2001 Pagel
18-0-0 �20 5 OI
1-0-0 6-5-2 5-8-10 5-10-4 2-5-0
Scale: 1/8"=
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code BOCA/ANSI95
BRACING
TOPCHORD
Sheathed or 3-10-14 oc purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 4-8, 5.8
2 Rows at 1/3 pts 6-7, 5-7
REACTIONS (lb/size)
7 = 1121/0-3-8 2 = 1155/0-3-8
Ma)ZHorz
2 = 516(load case 5)
4x9 =
3x6 II
5 6
4x5 = 11 10 12 9 13 8 147
1.5x4 11 5x5 = 3x4 = 4x5 =
6-5-2 12-2-12 18-0-0 20-5-0
6-5-2 5-9-10 5-9-4 2-5-0
CSI
TC 0.57
BC 0.60
W B 0.80
(Matrix)
Max Uplift
7 =-262(load case 6) 2
Max Grav
7 = 1239(load case 2) 2
FORCES (lb) - First Load Case Only
TOP CHORD
1-2 = 43 2-3 = -1459
5-6 = -4 6-7 = -16
BOT CHORD
2-11 = 1047 10-11 = 1047
9-13 = 622 8-13 = 622
WEBS
3-10 = 245 3-9 = -559
5-8 = 862 5-7 = -1107
DEFL in (loc) I/defl
Vert(LL) -0.11 8-9 >999
Vert(TL) -0.16 8-9 >999
Horz(TL) 0.03 7 n/a
1st LC LL Min Udell = 240
_-150(load case 6)
= 1322(load case 2)
3-4 = -908 4-5 = -354
10-12 = 1044 9-12 = 1044
8-14 = 185 7-14 = 185
4-9 = 594 4-8 = -816
PLATES GRIP
M1120 197/144
Weight: 135 lb
NOTES (9)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 It
above ground level, using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead
load, in the gable end roof zone on an occupancy category I, condition I enclosed buildin
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
increase is 1.33. and the plate grip increase is 1.33
2) Design load is based on 30.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increas
plate sizes to account for these factors.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 262lb uplift at joint 7 and 150lb uplift at joint 2.
8) This truss has been designed with ANSVrPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
Truss
i TOPSBG
s Engineering Corp., Indian Orchard, MA 01151
�d
d
Truss Type Oty J
ly PLEASANT VALLEY ROAD
FINK 4
-- (optional
4.201 SRt s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31
10-9-5 10-9-5
3x4 =
6
1.5x4 II 1.5x4 11 1.5x4 11 1.5x4 II 1.5x4 11 3x4 = 1.5x4 11 1.5x4 it 1.5x4 II
1.5x4 II
21-6-10
d
d
Scale:
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code BOCA/ANSI95
CSI
TC 0.10
BC 0.06
WB 0.15
(Matrix)
DEFL in (loc) .
Vert(LL) n/a
Vert(TL) n/a
Horz(TL) 0.00 11
1st LC LL Min Well = 240
I/defl
n/a
n/a
n/a
PLATES GRIP
M1120 197/144
Weight: 98 lb
LUMBER
Max Uplift
BOT CHORD
TOP CHORD 2 X 4 SPF No.2
1 =-42(load case 4)
11
=-4(load case 5)
20.21 = 23 19-20 = 23 18-19 = 23 17-18 = 23
BOT CHORD 2 X 4 SPF No.2
18 = -71(load case 6)
19
=-84(load case 6)
16-17 = 23 15-16 = 23 14-15 = 23 13-14 = 23
OTHERS 2 X 4 SPF Stud 'Except'
20 =-72(load case 6)
21
=-101(load case 6)
12-13 = 23 11-12 = 23
ST5 2 X 4 SPF No.2
15 =-73(load case 7)
14
=-84(load case 7)
WEBS
13 =-72(load case 7)
12
=-101(load case 7)
6-17 = -117 5-18 = -145 4-19 = -151 3-20 = -140
BRACING
TOP CHORD
Max Grav
1 = 117(load case 2)
16
= 11(load case 3)
2-21 = -176 7-15 = -145 8-14 = -151 9-13 = -140
10-12 =
Sheathed or 6-0-0 oc purlins.
11 = 117(load case 3) 17
= 156(load case 7)
-176
BOT CHORD
18 = 224(load case 2) 19
= 222(load case 2)
NOTES (9)
Rigid ceiling directly applied or 10-0-0 oc bracing.
20 = 200(load case 2) 21
= 278(load case 2)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25It
15 = 212(load case 3)
14
= 223(load case 3)
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
REACTIONS (lb/size)
1
13 = 200(load case 3)
12
= 278(load case 3)
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
= 107/21-6-10 16
= 11/21-6-10
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
11 = 107/21-6-10 17
= 155/21-6-10
FORCES (Ib) - First Load Case
Only
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
18 = 185121-6-10 19
= 193/21-6-10
TOP CHORD
increase is 1.33, and the plate grip increase is 1.33
20 = 172121-6-10 21
= 240/21-6-10
1-2 = 29 2-3
= -77
3-4 = -72 4-5
= -73
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
15 = 174/21-6-10 14
= 194/21-6-10
5-6 = 17 6-7
= -72
7-8 = -73 8-9
= -72
wind (normal to the face), see MiTek "Standard Gable End Detail"
13 = 172/21-6-10 12
-riorz
= 240121-6-10
9-10 = -77 10-11
= -76
3) As requested, plates have not been designed to provide for placement tolerances or
Me
1 =-189(load case 4)
BOT CHORD
1-21 = 23
rough handling and erection conditions. It is the responsibility of the fabricator to increase
plate sizes to account for these factors.
-- ----- - ---- - - -- - -- - -
Job Truss Truss Type
00006 TOPSBG FINK
Truss Engineering Corp., Indian Orchard, MA 01151
NOTES (9)
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
with a clearance greater than 3-6.0 between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 42 lb uplift at joint 1, 4 lb uplift at joint 11, 71 lb uplift at joint 18. 84 lb uplift at
joint 19, 72 lb uplift at joint 20. 101 lb uplift at joint 21. 73 lb uplift at joint 15. 84 lb uplift at
joint 14. 72 lb uplift at joint 13 and 101 lb uplift at joint 12.
8) This truss has been designed with ANSI/TPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
ty Ply PLEASANT VALLEY ROAD
O
4 11 -1= _.
s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:36 2001 Page 2
'ill IilkA%%%"'
Job Truss
00006 GE1
Truss Engineering Corp., Indian Orchard, MA 01151
ROOFTRUSS
-- Qty
4
0
---- -------------
PLEASANT VALLEY ROAD
----- ---- ---- - - --- ----- --- - - --
s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:38 2001 Page 1
-!-Ot0 7-4-13 14-5-8 22-5-8 30-5-8 ( 35-8-8 i 41-0-8 42-0(8
r
1-0-0 7-4-13 7-0-11 8-0-0 8-0-0 5-3-0 5-4-0 1-0-0
4x4 =
jNY
O
3x4 = 47 46 45 44 43 421 40 39 38 37 36 35 34 33 32 3BO 29 28 27
3x4 = 5x5 = 3x4 =
4x4 =
7-4-13 14-5-8 22-5-8 30-5-8 41-0-8
7-4-13 7-0-11 8-0-0 8-0-0 10-7-0
26
3x6
Scale:
t, - AV, &/A 0 -, #71, 0, /r
LOADING (psf)
SPACING 2-"
CSI
DEFL in (loc) Vdefl
PLATES
GRIP
TCLL 30.0
Plates Increase 1.15
TC
0.22
Vert(LL) n/a - n/a
M1120
197/144
TCDL 7.0
Lumber Increase 1.15
BC
0.08
Vert(TL) -0.01 24-25 >999
BCLL 0.0
Rep Stress Incr YES
WB
0.23
Horz(TL) 0.00 26 n/a
BCDL 10.0
Code BOCA/ANS195
(Matrix)
1st LC LL Min Vdefl = 240
Weight: 289 lb
LUMBER
2
= 183/41-0-8
42
= 10/41-0-8
Max Uplift
TOP CHORD 2 X 4 SPF No.2 'Except'
30
= 10/41-0-8
26
= 213/41-0-8
41 =
-76(load case 6)
43
=-84(load case 6)
T1 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
36
33
= 188/41-0-8
= 188/41-0-8
32
34
= 193/41-0-8
= 188/41-0-8
44 =
-78(load case 6)
45
=-79(load case 6)
WEBS 2 X 4 SPF Stud
*Except*
35
= 188/41-0-8
37
= 188/41-0-8
46 =
31 =
-79(load case 6)
-71(load case 7)
47
29
=-85(load case 6)
=-90(load case 7)
OTHERS 2 X 4 SPF Stud
38
= 188/41-0.8
39
= 188/41-0.8
28 =
-64(load case 7)
27
=-129(load case 7)
ST7 2 X 4 SPF No.2, ST8 2 X 4 SPF No.2, ST8 2 X 4 SPF No.2
40
= 193/41-0-8
41
= 179/41-0-8
Max Grav
ST8 2 X 4 SPF No.2, ST8 2 X 4 SPF N0.2. ST8 2 X 4 SPF No 2
43
= 186141-0.8
44
= 188/41-n-s
o
ST8 2 X 4 SPF No.2, ST8 2 X 4 SPF No.2, ST7 2 X 4 SPF No.2
45
= 190/41-0-8
46
= 179141-0.8
30 =
222(load case 2)
10(load case 2)
42
26
= 10(ioad case 3)
= 249(load case 3)
47
= 220/41-0-8
31
= 179141-0-8
36 =
188(load case 2)
32
= 210(Ioad case 3)
BRACING
29
= 186/41-0-8
28
= 188/41-0-8
33 =
194(load case 2)
34
= 188(load case 3)
TOP CHORD
27
= 190/41-0-8
35 =
188(load case 3)
37
= 188(load case 1)
Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.):
Max Horz
38 =
188(load case 2)
39
= 194(load case 3)
10-18.
2
= 306(load case 5)
40 =
212(load case 7)
41
= 209(load case 2)
BOT CHORD
Max Uplift
43 =
216(load case 2)
44
= 218(load case 2)
Rigid ceiling directly applied or 6-0-0 oc bracing.
2
=-156(load case 4)
26
=-93(load case 7)
45 =
221(load case 2)
46
= 208(load case 2)
WEBS
36
=-36(load case 4)
32
=-13(load case 5)
47 =
254(load case 2)
31
= 210(load case 3)
1 R009 at midpt 18-32, 17-33, 16-34, 15-35, 14-36, 13-37, 12-38, 11-39, 10-40, 9-41, 19-31
33
= 43(load case 5)
34
= 40(load case 6)
29 =
216(load case 3)
28
= 218(load case 3)
35
=-36(load case 5)
37
=-36(load case 5)
27 =
221(load case 3)
REACTIONS (lb/size)
39
_-39(load case 5)
40
= S2(load case 5)
--- -- ]Truss- Job (Truss Type
00006 GE1 ROOF TRUSS
Truss Engineering Corp., Indian Orchard, MA 01151 L
FORCES (Ib) - First Load Case Only
TOP CHORD
1-2 = 42
2-3 =
62
3-4
= 49
4-5
= 52
5-6 = -38
6-!
51
7-8
= 52
8-9
= 51
9-i0 = 52
i0-11 =
6
11-12
= 6
12-13
= 6
13-14 = 6
14-15 =
6
15-16
= 6
16-17
= 6
17-18 = 6
18-19 =
-38
19-20
= -37
20-21
= -37
21-22 = -37
22-23 =
-39
23-24
= -12
24-25
= 51
24-26 = -122
BOTCHORD
2-47 = -6
46-47 =
-6
45-46
= -6
44-45
= -6
43-44 = -6
42-43 =
-6
4142
= -6
40-41
= -6
39-40 = -6
38-39 =
-6
37-38
= -6
36-37
= -6
35-36 = -6
34-35 =
-6
33-34
= -6
32-33
= -6
31-32 = -6
30-31 =
-6
29-30
= -6
28-29
= -6
27-28 = -6
26-27 =
-6
WEBS
18-32 = -152
i7-33 =
-i48
16-34
= -148
15-35
= -148
14-36 = -148
13-37 =
-148
12-38
= -148
11-39
= -148
10-40 = -152
9.41 =
-148
8-43
= -148
7-44
= -147
5-45 = -149
4.46 =
-142
3-47
= -169
19-31
= -148
20-29 = -148
21-28 =
-149
22-27
= -144
23-26
= -71
NOTES (12)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,
in the gable end roof zone on an occupancy category 1, condition I enclosed building, with
exposure C ASCE 7-95 per SOCA/ANS195 If end verticals or cantilevers exist, they are
exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is
1.33, and the plate grip increase is 1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind
(normal to the face), see MiTek "Standard Gable End Detail"
3) Provide adequate drainage to prevent water ponding.
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is the responsibility of the fabricator to increase
plate sizes to account for these factors.
5) All plates are 1.5x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
with a clearance greater than 3.6-0 between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 156 Ib uplift at joint 2, 93 lb uplift at joint 26, 36 Ib uplift at joint 36. 13 lb uplift at
joint 32, 43 lb uplift at joint 33. 40 lb uplift at joint 34, 36 lb uplift at joint 35, 36 lb uplift at joint
37. 40 lb uplift at joint 38, 39 lb uplift at joint 39, 52 lb uplift at joint 40, 76lb uplift at joint 41,
84 lb uplift at joint 43. 78 lb uplift at joint 44, 79 lb uplift at joint 45. 79lb uplift at joint 46, 85
lb uplift at joint 47, 71 lb uplift at joint 31, 90lb uplift at joint 29, 64 lb uplift at joint 28 and 129
lb uplift at joint 27.
10) This truss has been designed with ANSI/fPI 1-1995 criteria.
11) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
12) All Plates 20 Gauge Unless Noted
r
4 11
ANT VALLEY ROAD
-- --- -N0-------
4.201 SRfs_ Nov -16 2000 MiTek Industries, - -- Inc —. Fri- Aug ---31 06-
::
Job Truss
Tr uss Type
- ---
Oty
Ply PLEASANT VALLEY ROAD
00006 T7 SA
ROOF TRUSS
218
1
-- --- — — ---
Truss Engineering Corp., Indian Orchard, MA 01151
- - -----
-- - -
(o fional)- - - --- - - - -- - -
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:40 2001 Page 1
- 0 0 4-0-0 7-9-9
14-5-8 22-5-8 30-5-8
37-1-7 41- 0-8 4.2_0r8
1-0-0 4-0-0 3-9-9
6-7-15 8-0-0 8-0-0
6-7-15 3-11-1 1-0-0
Scale: 1/8"=1
Nj
O
7x8 �-
1.5x4 II 7x8 �,
17 18 19 16 15 20 14 21 13 12 22 23 11
4x4 = 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = 4x6 =
6-1-12 14-5-8 —i 22-5-8 30-5-8 41-0-8
6-1-12 8-3-12 8-0-0 8-0-0 10-7-0
0
l�
lc4
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc)
Udell
PLATES GRIP
TCLL 30.0
Plates Increase 1.15
TC 0.74
Vert(LL) -0.24 11-13
>999
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.86
Vert(TL) -0.49 11-13
>846
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(TL) 0.05 11
n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min I/dell = 240
Weight: 212 lb
LUMBER
Max Horz
WEBS
TOP CHORD 2 X 4 SPF N0.2
17 = 306(load case 5)
6-14 = -596 7-14 = 298 7-13 = 177 8-13 = 338
BOT CHORD 2 X 4 SPF No.2
Max Uplift
8-11 = -1746
WEBS 2 X 4 SPF No.2'Except*
17 =-571(load case 6) 11
=-192(load case 7)
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, W3 2 X 4 SPF Stud
Max Grav
NOTES (10)
W6 2 X 4 SPF Stud, W7 2 X 4 SPF Stud
17 = 2817(load case 2) 11
= 2111(load case 3)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
BRACING
FORCES (lb) - First Load Case Only
load, in the gable end roof zone on an occupancy category I, condition I enclosed building,
TOP CHORD
TOP CHORD
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
Sheathed or 3-7-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-0 max.): 5-7.
1-2 = 42 2-3 = 485
3-4 = 652 4-5
= -1443
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
BOT CHORD
5-6 = -1496 6-7 = -1496
7-8 = -1782 8-9
= -238
increase is 1.33, and the plate grip increase is 1.33
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
9-10 = 51 9-11 = -308
2) Design load is based on 30.0 psf specified roof snow load.
6-0-0 oc bracing: 2-17.
BOT CHORD
3) Unbalanced snow loads have been considered for this design.
WEBS
2-17 = -311 17-18 = 161
18-19 = 161 16-19
= 161
4) Provide adequate drainage to prevent water ponding.
1 Row at midpt 4-17, 5-15, 5-14, 6-14, 7-14, 8-11
15-16 = 161 15-20 = 1040
14-20 = 1040 14-21
= 1319
5) As requested, plates have not been designed to provide for placement tolerances or
13-21 = 1319 12-13 = 1059
12-22 = 1059 22-23
= 1059
rough handling and erection conditions. It is the responsibility of the fabricator to increase
REACTIONS (lb/size)
11-23 = 1059
plate sizes to account for these factors.
17 7" = 2681/0-4-8 11 = 1977/0-4-8
WEBS
6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all
Max Horz
3-17 = -219 4-17 = -2337
4-15 = 1159 5-15
= -405
areas with a clearance greater than 3.6-0 between the bottom chord and any other
17 = 306(load case 5)
5-14 = 771
members.
Continued on oaae 2
JOb Truss Truss Type Qly Ply PLEASANT VALLEY ROAD
-- - -- ----- -- -- -
00006 T1SA ROOF TRUSS _�8 ��jo�lionall-_ __ -
- -- in -- - --- -- - — -- - -- ---- - — — -
Truss Engineering Corp., Indian Orchard, MA Ot 151 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:40 2001 Page 2
NOTES (10)
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 571 lb uplift at joint 17 and 192 lb uplift at joint 11.
8) This truss has been designed with ANSI/TPI 1-1995 criteria.
9) Design assumes 42 (Flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
10) All Plates 20 Gauge Unless Noted
Jot) Truss Truss Type jQty Ply PLEASANT VALLEY ROAD —
-- -- ------ -
00006 7158 ROOF TRUSS 12 1
o tional
-Truss Corp., Indian Orchard, MA 01151 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:42 2001 Page 1
-OiO 7-7-11 14-5-8 22-5-8 ( 30-5-8 37-3-5 41-0-8 42-0 8
1-0-0 7-7-11 6-9-13 8-0-0 8-0-0 6-9-13 3-9-3 1-0-0
Scale: 1/8'=1
ox»
7x8 i
1.5x4 11 7x8
18 17 19 16 15 20 14 21 13 12 22 11 10
1.5x4 11 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = 3x5 = 2x4 11
7-7-11 14-5-8 22-5-8 30-5-8 37-3-5 41-0-8
7-7-11 6-9-13 8-0-0 8-0-0 6-9-13 3-9-3
v
N
3
o_
A
A
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc)
Vdefl
PLATES GRIP
TCLL 30.0
Plates Increase 1.15
TC 0.91
Vert(LL) -0.28 14-15
>999
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.77
Vert(TL) -0.40 14-15
>999
BCLL 0.0
Rep Stresslncr YES
WB 0.75
Horz(TL) 0.11 10
n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min Vdefl = 240
Weight: 211 lb
LUMBER
Max Horz
WEBS
TOP CHORD 2 X 4 SPF No.2 'Except'
2 = 306(load case 5)
6-14 = 834 6-13 = 24 7-13 = 454 7-11 = -954
T1 2 X 4 SPF 2100F 1.8E
Max Uplift
8-11 = 1746
BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except'
2 =-373(load case 6) 10
=-247(load case 6)
83 2 X 4 SPF No.2
Max Grav
NOTES (9)
WEBS 2 X 4 SPF Stud 'Except'
2 = 2475(load case 2) 10
= 2346(load case 3)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 R
W3 2 X 4 SPF No.2, W4 2 X 4 SPF No.2, W3 2 X 4 SPF No.2
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
W4 2 X 4 SPF No.2, W3 2 X 4 SPF No.2
FORCES (lb) - First Load Case Only
load, in the oahla and rnnf >nna —1e..,..., I --
BRACING
TOP CHORD
with exposure C ASCE 7-95 per BOCA/ANS195 If end verticals or cantilevers exist, they
TOP CHORD
1-2 = 44 2-3 = -3360
3-4 = -2656 4-5
= -2180
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
Sheathed or 2-7-15 oc purlins, except end verticals.
5-6 = -2180 6-7 = -2247
8-10 = -2317
7-8 = -1730 8-9
= 51
increase is 1.33, and the plate grip increase is 1.33
BOT CHORD
BOT CHORD
2) Design load is based on 30.0 psf specified roof snow load.
Rigid ceiling directly applied or 10-0.0 oc bracing.
2-18 = 2533 17-18 = 2533
17-19 = 2533 16-19
= 2533
3) Unbalanced snow loads have been considered for this design.
WEBS
15-16 = 2533 15-20 = 2010
14-20 = 2010 14-21
= 1687
4) Provide adequate drainage to prevent water ponding.
1 Row at midpt 3-15, 4-14, 5-14, 6-14, 6-13
13-21 = 1687 12-13 = 1337
12-22 = 1337 11-22
= 1337
5) As requested, plates Have not been designed to provide for placement tolerances or
10-11 = 8
rough handling and erection conditions. It is the responsibility of the fabricator to increase
REACTIONS (lb/size)
WEBS
plate sizes to account for these factors.
2 = 2360/0-4-0 10 = 2341/0-4-0
3-17 = 348 3-15 = -693
4-15 = 734 4-14
= 286
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
5-14 = -599
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
- - — - --
obi Truss Truss Type
10006 T1S6 ROOF TRUSS
Truss Engineering Corp., Indian Orchard, MA 01151
NOTES (9)
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 373 lb uplift at joint 2 and 247 lb uplift at joint 10.
6) This truss has been designed with ANSIITPI 1-1995 criteria.
9) All Plates 20 Gauge Unless Noted
I-QLY
12I1 Ply I PLEASANT VALLEY ROAD
4.201 SRt s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:42 2001 Page 2
Job Truss
00006 T1SBG
Truss Engineering Corp., Indian Orchard, MA 011
m
m
Truss Type
ROOFTRUSS
Oty I Ply PLEASANT VALLEY ROAD
4 L o tionalL___
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc.
4.6-7 8-1-1 11-7-11 +_ 18-7-8 26-3-8 33-3-5 3_r 6-9-15 I 41 0 8 —�
4-6-7 3-6-10 3-6-10 6-11-13 7-8-0 6-11-13 3-6-10 4-2-9
20
3x5 II
19
4x4 =
18
7x8 =
21 17 16
8x9 = 3x5 11
15
4x5 =
1423
7x8 =
13 12 11
5x8 = 5x6 = 3x5 11
4-6-7 8-1-1 11-7-11 18-7-8 26-3-8 33-3-5 36-9-15 4 1-0-8
4-6-7 3-6-10 3-6-10 6-11-13 7-8-0 6-11-13 3-6-10 4-2-9
0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc)
Udell
PLATES GRIP
TCLL 30.0
Plates Increase 1.15
TC 0.74
Vert(LL) -0.32 16
>999
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.50
Vert(TL) -0.42 16
>999
BCLL 0.0
Rep Stresslncr NO
WB 0.95
Horz(TL) 0.11 11
nla
BCDL 10.0
Code BOCAIANS195
1st LC LL Min I/defl = 240
Weight: 800 lb
LUMBER
Max Horz
WEBS
TOP CHORD 2 X 6 SPF 1650F 1.5E *Except*
1 = 240(load case 5)
5-18 = -7625 5-16 = 909 5-15 = -2790 7-15 = 2888
T2 2 X 10 SYP DSS, T3 2 X 10 SYP DSS
Max Uplift
7-13 = -7863 8-13 = 3962 9-13 = 2990 9.12 = -3904
BOT CHORD 2 X 10 SYP DSS
1 =-1069(load case 6) 11
=-1138(load case 6)
10-12 = 7129
WEBS 2 X 4 SPF No.2'Except•
Max Grav
W1 2 X 4 SPF Stud, W2 2 X 4 SPF Stud, W3 2 X 4 SPF Stud
1 = 8241(load case 2) 11
= 9339(load case 3)
NOTES (13)
W4 2 X 4 SPF Stud, W6 2 X 4 SPF 2100F 1.8E, W6 2 X 4 SPF 210OF 1.8E
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
W4 2 X 4 SPF Stud, W3 2 X 4 SPF Stud
FORCES (lb) - First Load Case Only
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
TOP CHORD
load, in the gable end roof zone on an occupancy category I, condition I enclosed building.
BRACING
1-2 = -12531 2-3 = -12195
3-4 = -11811 4-5
= -9628
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
TOP CHORD
5-6 = -12571 6-7 = -12571
7-8 = -7592 8-9
= -9341
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
Sheathed or 5-1-1 oc purlins, except end verticals.
9-10 = -7392 10-11 = -8568
increase is 1.33, and the plate grip Increase is 1.33
BOT CHORD
BOT CHORD
2) Design load is based on 30.0 psf specified roof snow load.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1-20 = 10167 19-20 = 10167
18-19 = 9756 18-21
= 14458
3) Unbalanced snow loads have been considered for this design.
WEBS
17-21 = 14458 16-17 = 14458
16-22 = 14458 15-22
= 14458
4) Provide adequate drainage to prevent water ponding.
1 Row at midpt 5-18, 5-15, 7-13
14A5 = 12571 14-23 = 12571
13-23 = 12571 12-13
= 5913
5) As requested, plates have not been designed to provide for placement tolerances or
REACTIONS (lb/size)
11-12 = 0
WEBS
rough handling and erection conditions. It is the responsibility of the fabricator to increase
1 = 7530/0-4-12 11 = 860810-4-12
2-20 = 79 2-19 = -547
3-19 = 434 3-18
= -453
plate sizes to account for these factors.
4-18 = 6681
Job Truss Truss Type
00006 T1SBG ROOF TRUSS
Truss Engineering Corp., Indian Orchard, MA 01151
NOTES (13)
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
with a clearance greater than 3-6-0 between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 1069 lb uplift at joint 1 and 1138 lb uplift at joint 11.
8) This truss has been designed with ANSIITPI 1-1995 criteria.
9) Load case(s) 1, 2, 3, 4, 5, 6, 7 has been modified. Building designer must review loads
to verify that they are correct for the intended use of this truss.
10) Special connection required to distribute top chord loads equally between all plies.
11) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 3 rows at 0-4-0 oc.
Bottom chords connected as follows: 2 X 10 - 2 rows at 0-9.0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9.0 oc, 2 X 4 - 1 row at 0-9-0 oc.
12) Special hanger(s) or connection(s) required to support concentrated load(s) 5644.2lb
down and 682.9lb up at 18-7-8 on top chord. Design for unspecified connection(s) is
delegated to the building designer.
13) All Plates 20 Gauge Unless Noted
,.
Qty I Ply I PLEASANT VALLEY ROAD
4 `Z
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:44 2001 Page 2 I
Sv� v1k =
• �C.
C.O:'........ 10.��
//iit TUNA{
Job Truss Truss T e — ---
YP Oly Ply PLEASANT VALLEY ROAD
00006 T1 ROOF TRUSS 20 1
--- --
o tional __
Truss Engineering Corp., Indian Orchard, MA 01151 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:;
1-0- 7-7-14 14-5-8 22-5-8 30-5-8 , 37-3-2 f 44-11-0 45-1110
1-0-0 7-7-14 6-9-10 8-0-0 8-0-0 6-9-10 7-7-14 1-0-0
Scale:
I N 2
16 18 15 14
1.5x4 11 3x5 = 3x4 =
13
5x8 =
12 11 21
3x4 = 3x5 =
'dkJIAC
q
7-7-14 14-5-8 22-5-8 30-5-8 37-3-2 44-11-0 _
7-7-14 6-9-10 8-0-0 8-0-0 6-9-10 7-7-14
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc)
I/defl
PLATES GRIP
TCLL 30.0
Plates Increase 1.15
TC 0.89
Vert(LL) -0.33 13-14
>999
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.81
Vert(TL) -0.48 13-14
>999
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(TL) 0.18 8
n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min Udell = 240
Weight: 215lb
LUMBER
REACTIONS (lb/size)
WEBS
TOP CHORD 2 X 4 SPF No.2 *Except'
2 = 258510-4-3 8
= 2585104-3
3-14 = -684 4-14 = 731 4-13 = 569 5-13 = -607
T3 2 X 4 SPF 1650F 1.5E, T1 2 X 4 SPF 2100F 1.8E
Max Horz
6-13 = 569 6-12 = 731 7-12 = -684 7-10 = 350
T1 2 X 4 SPF 2100F 1.8E
2 = 268(load case 5)
BOT CHORD 2 X 4 SPF 1650F 1.5E
Max Uplift
NOTES (10)
WEBS 2 X 4 SPF No.2 'Except'
2 =-394(load case 6) 8
=-262(load rase 7)
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
W 1 2 X 4 SPF Stud, W 1 2 X 4 SPF Stud
Max Grav
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
WEDGE
2 = 2647(load case 2) 8
= 2647(load case 3)
load, in the gable end roof zone on an occupancy category 1, condition I enclosed building,
Left: 2 X 6 SPF 1650F 1.5E,
with exposure C ASCE 7-95 per BOCAIANS195 If end verticals or cantilevers exist, they
Right: 2 X 6 SPF 1650F 1.5E
FORCES (lb) - First Load Case Only
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
TOP CHORD
increase is 1.33, and the plate grip increase is 1.33
BRACING
1-2 = 44 2-3 = -3723
3-4 = -3021 4-5
= -2639
2) Design load is based on 30.0 psf specified roof snow load.
TOP CHORD
5-6 = -2639 6-7 = -3021
7-8 = -3723 8-9
= 44
3) Unbalanced snow loads have been considered for this design.
Sheathed, except
BOT CHORD
4) Provide adequate drainage to prevent water ponding.
2-0-0 oc purlins (3-9-1 max.): 4-6.
2-17 = 2818 16-17 = 2818
16-18 = 2814 15-18
= 2814
5) As requested, plates have not been designed to provide for placement tolerances or
BOT CHORD
14-15 = 2814 14-19 = 2303
13-19 = 2303 13-20
= 2303
rough handling and erection conditions. It is the responsibility of the fabricator to increase
Rigid ceiling directly applied or 10-0-0 oc bracing.
12-20 = 2303 11-12 = 2814
11-21 = 2814 10-21
= 2814
plate sizes to account for these factors.
WE@S
10-22 = 2818 8-22 = 2818
WEBS
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
1 Row at midpt 3-14, 4-13, 5-13, 6-13, 7-12
3-16 = 350
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
ROAD
NOTES (10)
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 394 lb uplift at joint 2 and 262 lb uplift at joint 8.
8) This truss has been designed with ANSUTPI 1-1995 criteria.
9) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
10) All Plates 20 Gauge Unless Noted
Qty Ply PLEASANT VALLEY ROAD
112 1
Job Truss Truss Type
00006 T1 S I ROOF TRUSS
MA 01151
o lional
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:46 2001 Page 1
7-7-14 14-5-8 22-5-8 30-5-8j 37-3-2 ( 44-11-0 4 -11 0
1-0-0 7-7-14 6-9-10 8-0-0 8.0-0 6-9-10 7-7-14 1-0-0
Scale.
17 19 16 15
1.5x4 II 3x4 = 3x4 =
14
5x8 =
13 12 22
3x4 = 3x4
11 23 10
1.5x4 II 3x4 \\
\\�.'•II{tit:
7-7-14 14-5-8 22-5-8 30-5-8 37-3-2 4_ 1-3-0 ( 4411-0
7-7-14 6-9-10 8-0-0 8-0-0 6-9-10 3-11-14 3-8-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc)
Vdefl
PLATES GRIP
TCLL 30.0
Plates Increase 1.15
TC 0.94
Vert(LL) -0.28 14-15
>999
M1120 1971144
TCDL 7.0
Lumber Increase 1.15
BC 0.79
Vert(TL) -0.41 14-15
>999
BCLL 0.0
Rep Stress Incr YES
WB 0.85
Horz(TL) 0.12 10
n/a
BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min Vdefl = 240
Weight: 223 lb
LUMBER
REACTIONS (lb/size)
WEBS
TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except'
2 = 2356/04-8 10
= 2763/0-4-8
3-15 = -689 4-15 = 735 4-14 = 285 5-14 = -610
T2 2 X 4 SPF No.2, T2 2 X 4 SPF No.2
Max Herz
6-14 = 846 6-13 = 39 7-13 = 437 7-11 = 172
BOT CHORD 2 X 4 SPF 1650F 1.5E
2 = 268(load case 5)
7-10 = -3050
WEBS 2 X 4 SPF No.2 'Except*
Max Uplift
W1 2 X 4 SPF Stud, W1 2 X 4 SPF Stud, W5 2 X 4 SPF Stud
2 =-374(load case 6) 10
=-362(load case 7)
NOTES (10)
WEDGE
Max Grav
1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft
Left: 2 X 6 SPF 1650F 1.5E,
2 = 2484(load case 2) 10
= 2830(load case 3)
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead
Right: 2 X 6 SPF 1650F 1.5E
load, in the gable end roof zone on an occupancy category I, condition I enclosed building.
FORCES (lb) - First Load Case Only
with exposure C ASCE 7-95 per BOCA/ANSI95 If end verticals or cantilevers exist, they
BRACING
TOP CHORD
are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL
TOP CHORD
1-2 = 44 2-3 = -3349
3-4 = -2644 4-5
= -2170
increase is 1.33, and the plate grip increase is 1.33
Sheathed, except
5-6 = -2170 6-7 = -2240
7.8 = 635 8-9
= 42
2) Design load is based on 30.0 psf specified roof snow load.
2-0-0 oc purlins (4-1-7 max.): 4-6.
BOT CHORD
3) Unbalanced snow loads have been considered for this design.
BOT CHORD
2-18 = 2519 17-18 = 2519
17-19 = 2516 16-19
= 2516
4) Provide adequate drainage to prevent water pending.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
15-16 = 2516 15-20 = 2001
14-20 = 2001 14-21
= 1670
5) As requested, plates have not been designed to provide for placement tolerances or
6-0-0 oc bracing: 8-10.
13-21 = 1670 12-13 = 1336
12-22 = 1336 11-22
= 1336
rough handling and erection conditions. It is the responsibility of the fabricator to increase
WE�6
111-283S = 1337 10-23 = 1337
8-10 = -368
plate sizes to account for these factors.
1 Row at midpt 3-15. 4-14, 5-14. 6-14, 6-13
2 Rows at 1/3 pts 7-10
3-17 = 353
ss Type
T1S IROOFTRUSS
Ply I PLEASANT VALLEY
01151
NOTES (10)
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas
with a clearance greater than 3-6-0 between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 374 lb uplift at joint 2 and 362 lb uplift at joint 10.
8) This truss has been designed with ANSVTPI 1-1995 criteria.
9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
10) All Plates 20 Gauge Unless Noted
s Nov 16 2000
2001 Page 2 1
Job uss
Truss T e
YP Oty Ply
- - - ---------- -- ----
PLEASANT VALLEY ROAD
00006 �TrlSGE
ROOF TRUSS
2 �—
-- -- -- — —
Truss Engineering Corp., Indian Orchard, MA 01151
—
o tionat
Ir P
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:2
11-0-Q 7-4-13
_ , 14-5-8 22-5-8 30-5-8
_ 37-6-3 44-11-0 45-1140
1-0-0 7 4-13
7-0-11 8-0-0 8-0-0
7-0-11 7-4-13 1-0-0
u
me 1
Scale: 3/16"=1
9-2-5
18-0-7
26-10-9
35-8-11
44-11-0
9-2-5
8-10-2
8-10-2
8-10-2
9-2-5
Plate Offsets X Y : 10:0-2-0 0-1-8 39:0-2-8 0-2-13
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) Udell
PLATES
GRIP
TCLL 30.0
Plates Increase 1.15
TC
0.11
Vert(LL) n/a - n/a
M1120
197/144
TCDL 7.0
Lumber Increase 1.15
BC
0.06
Vert(TL) -0.00 26-27 >999
BCLL 0.0
Rep Stress Incr YES
WB
0.20
Horz(TL) 0.02 26 n/a
I BCDL 10.0
Code BOCA/ANSI95
(Matrix)
1st LC LL Min Ydefl = 240
Weight: 298 lb
LUMBER
TOP CHORD 2 X 4 SPF No.2 'Except'
45
26
= 10/44-11-0
= 202/44-11-0
33
39
= 10/44-11-0
= 188/44-11-0
Max Uplift
T3 2 X 4 SPF 1650F 1.5E
35
= 176144-11-0
36
= 187144-11-0
46 =
48 =
-84(load case 6)
-79(load case 6)
47 =
49 =
-77(load case 6)
-79(load case 6)
BOT CHORD 2 X 4 SPF Nn2
OTHERS 2 X 4 SPF No.2'Except*
37
40
= 188/44-11-0
41
- —11A „ n
= 188/44-11-0
50 =
-86(toad case 6)
34 =
-75(load case 7)
ST4 2 X 4 SPF Stud, ST3 2 X 4 SPF Stud, ST2 2 X 4 SPF Stud
42
= 187/44-11-0
43
= 176/44-11-0
32 =
30 =
-85(load case 7)
-79(load case 7)
31 =
29 =
-77(load case 7)
-79(load case 7)
ST1 2 X 4 SPF Stud, ST4 2 X 4 SPF Stud, ST3 2 X 4 SPF Stud
44
= 178/44-11-0
46
= 187/44-11-0
28 =
-84(load case 7)
ST2 2 X 4 SPF Stud, ST1 2 X 4 SPF Stud
47
= 187/44-11-0
48
= 190/44-11-0
Max Grav
BRACING
49
34
= 179/44-11-0
= 178/44-11-0
50
32
= 219144-11-0
= 187/44-11-0
2 =
233(load case 2)
45 =
10(load case 3)
TOP CHORD
31
= 187/44-11-0
30
= 190/44-11-0
33 =
39 =
10(load case 2)
188(load case 2)
26 =
35 =
233(load case 3)
193(load case 3)
Sheathed or 6-0-0 oc urlins, except
P P
29
= 179/44-11-0
28
= 219/44-11-0
36 =
193(load case 2)
37 =
188(load case 1)
2-0-0 oc purlins (6-0-0 max.): 10-18.
Max Horz
38 =
188(load case 3)
40 =
188(load case 2)
BOT CHORD
2
= 268(load case 5)
41 =
188(load case 1)
42 =
193(load case 3)
Rigid ceiling directly applied or 10-0-0 oc bracing.
Max Uplift
43 =
193(load case 2)
44 =
210(load rase 2)
WEBS
2
=-92(load case 4)
26
=-19(load case 5)
46 =
217(load case 2)
47 =
217(load case 2)
1 Row at midpt 18-35, 17-36, 16-37, 15-38, 14-39, 13-40, 12-41, 11-42, 10-43, 9-44. 19-34
39
=-36(load case 6)
36
=-39(load case 5)
48 =
221(load case 2)
49 =
207(load case 2)
?.
37
=-39(load case 6)
38
=-36(load case 5)
50 =
253(load case 2)
34 =
210(load case 3)
REACTIONS (lb/size)
40
=-36(load case 5)
41
=-39(load case 6)
32 =
217(load case 3)
31 =
217(load case 3)
2 = 202144-11-0
42
=-35(load case 5)
43
=-18(load case 5)
30 =
221(load case 3)
29 =
207(load case 3)
44
=-77(load case 6)
28 =
253(load case 3)
Job - -- - -- -- Truss
-
00006 T1 SGE
--------------------------- - -----
Truss Engineering Corp., In - than Orchard. MA 01151
REACTIONS (lb/size)
45 =
10/44-11-0
26 =
202/44-11-0
35 =
176/44-11-0
37 =
188/44-11-0
40 =
188/44-11-0
42 =
187144-11-0
44 =
178/44-11-0
47 =
187/44-11-0
49 =
179/44-11-0
34 =
178/44-11-0
31 =
187/44-11-0
29 =
179/44-11-0
Max Herz
2 =
268(load case 5)
Max Uplift
46 =
-84(load case 6)
48 =
-79(load case 6)
50 =
-86(load case 6)
32 =
-85(load case 7)
30 =
-79(load case 7)
28 =
-84(load case 7)
Max Grav
2 =
233(load case 2)
33 =
10(load case 2)
39 =
188(load case 2)
36 =
193(load case 2)
38 =
188(load case 3)
41 =
188(load case 1)
43 =
193(load case 2)
46 =
217(load rase 2)
48 =
221(load case 2)
50 =
253(load case 2)
32 =
217(load case 3)
30 =
221(load case 3)
28 =
253(load race 3)
33 = 10/44-11-0
39 = 188/44-11-0
36 = 187/44-11-0
38 = 188/44-11-0
41 = 188/44-11-0
43 = 176/44-11-0
46 = 187/44-11-0
48 = 190/44-11-0
50 = 219/44-11-0
32 = 187/44-11-0
30 = 190/44-11-0
28 = 219/44-11-0
47 =-77(load case 6)
49 =-79(load case 6)
34 =-75(load case 7)
31 =-77(load case 7)
29 =-79(load case 7)
Truss Type —
ROOFTRUSS
Qly Ply PLEASANT VALLEY ROAD
--- --- -- -- -- --
2 1
4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Fri Aug 31 06:25:49 2001 Page 2
4) As requested, plates have not been designed to provide for placement tolerances or
rough handling and erection conditions. It is 111e responsibility of the fabricator to increase
plate sizes to account for these factors.
5) All plates are 1.5x4 M1120 unless otherwise indicated.
6) Gable requires continuous hnunm rhnrd hearinn
7) Gable studs spaced at 2-0-0 oc.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas with a clearance greater than 3-6-0 between the bottom chord and any other
members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 92lb uplift at joint 2, 19 lb uplift at joint 26. 36 lb uplift at joint 39, 39 lb uplift
at joint 36, 39 lb uplift at joint 37, 36 lb uplift at joint 38, 36 lb uplift at joint 40, 39 lb uplift at
joint 41, 35 lb uplift at joint 42, 18 lb uplift at joint 43. 77 lb uplift at joint 44, 84 lb uplift at
joint 46, 77 lb uplift at joint 47. 79 lb uplift at joint 48, 79 lb uplift at joint 49, 86 lb uplift at
joint 50. 75 lb uplift at joint 34, 85 lb uplift at joint 32, 77 lb uplift at joint 31, 79 lb uplift at
joint 30. 79 lb uplift at joint 29 and 84 lb uplift at joint 28.
10) This truss has been designed with ANSI/TPI 1-1995 criteria.
11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
12) All Plates 20 Gauge Unless Noted
45 = 10(load case 3)
26 = 233(load case 3)
�•: - 1
rVA
35 = 193(load case 3)
37 = 188(load case 1)
Tic
40 = 188(load case 2)
42 = 193(load case 3)
!/ v�/
44 = 210(load case 2)
47 = 217(loadcase 2,
49 = 207(loadcase 2
(load case 3),rrrrrflrft(i101111:11!'
+JV\\
fL��``��
.j,.(�D,A\L7E�r+
31 = 2107(loadcase 3)
29 = 207(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD
1-2
= 42
2-3
= 31
5-6
= -68
6-7
= 20
9-10
= -68
10-11
= -20
13-14
= -19
14-15
= -19
17-18
= -20
18-19
= -68
21-22
= 20
22-23
= -68
25-26
= -80
26-27
= 42
BOTCHORD
2-50
= 19
49-50
= 19
46-47
= 19
45-46
= 19
42-43
= 19
41-42
= 19
38-39
= 19
37-38
= 19
34-35
= 19
33-34
= 19
30-31
= 19
29-30
= 19
WEBS
18-35
= -135
17-36
= -147
14-39
= -148
1340
= -148
10-43
= -135
944
= -147
548
= -150
449
= -142
20-32
= -149
21-31
= -147
25-28
= -168
3-4
= -71
4-5
= -67
7-8
= -68
8-9
= -68
11-12
= -19
12-13
= -19
15-16
= -19
16-17
= -19
19-20
= -68
20-21
= -68
23-24
= -67
24-25
= -71
48-49
= 19
47-48
= 19
44-45
= 19
43-44
= 19
40-41
= 19
39-40
= 19
36-37
= 19
35-36
= 19
32-33
= 19
31-32
= 19
28-29
= 19
26-28
= 19
16-37
= -148
15-38
= -148
12-41
= -148
11-42
= -147
8A6
= -149
7-47
= -147
3-50
= -168
19-34
= -147
23-30
= -150
24-29
= -142
NOTES (12)
1) This truss has been designed for the wind loads generated by 85 mpll winds at 25 ft
above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,
in the gable end roof zone on an occupancy category I, condition I enclosed building, with
exposure C ASCE 7-95 per BOCA/ANS195 It end verticals or cantilevers exist, they are
exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is
1.33. and the plate grip increase is 1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind
(normal to the face), see MiTek "Standard Gable End Detail"
3) Provide adequate drainage to prevent water pending.
50 1/2" Pit & Hoistway
48" Lift
32 5/8" Clear Platform
Handrail
,...
�,Controls
i;
;;
E
>.
inCv
Telephone
%-'-
ii
0
o
Telephone Lin
-'%--
By Others
f
<-::
a
,.:
10.48 S G Ft.
;:; :;::.
v
Non -skid-
s
Platform
s'- ;:
to
`�
Power Connection
For 240 Volt Single t
15 Amp With J-box, Chases, ;4
Wiring, Fused And
Lockable Disconnect
Switch, And Connect- \
ions By Others.
Surface Mounte
Call Stations,
Supplied By
HLI With Cut-
outs By Others
Electric Strike
And Communicating
Hardware Supplied By
Handi-Lift And Mounted In
Frame And Door
Mortised By Others LOWER LEVEL
ELEV 0.00 FEET
NOTE: The Floor To Floor Dimension Is Critical And Must Be Verified In The Field By The Contractor
After The Area Has Been Prepared And Prior To The Lift Being Released To The Factory For
Fabrication. If The Measurement Is Incorrect, The Contractor Shall Bear Full Financial Responsibility
For Modifications To The Unit Which Must Be Done By The Manufacturer At The Factory.
Handi-Lift, IInc.1051 Paulison Avenue, Clifton, New Jersey 07011 800-432-LIFT
Entire installation shall comply with the provisions Unitof A.S.M.E. A17.1b part XX
rq
Project GARAVENTA GENESIS GVL-SW 120 WHEELCHAIR LIFT LOWER FLOOR PLAN DETAIL PageLL&
-Dwn
ACCESSIBILITY PROJECT FOR Figueroa 1 /5
PLEASANT VALLEY ADULT COMMUNITY D81e 09/29/00
Surface Mo
Call Static
Supplied
HLI With C
outs By Otl
Electric Stir
And Communicating
Hardware Supplied By
Handi-Lift And Mounted In
Frame And Door
Mortised By Others
50 1/2" Pit & Hoistway
48" Lift
47 C/On nr--- -.—
UPPER LEVEL
ELEV 9.00 FEET V.I.F.
NOTE: The Floor To Floor Dimension Is Critical And Must Be Verified In The Field By The Contractor
After The Area Has Been Prepared And Prior To The Lift Being Released To The Factory For
Fabrication. If The Measurement Is Incorrect, The Contractor Shall Bear Full Financial Responsibility
For Modifications To The Unit Which Must Be Done By The Manufacturer At The Factory.
iandi-Lift_ In&- gnu o...e:_-- "___-- -••-.
-. -- - • --. - -nwor MYC1—:9 Cimon, New .jersey 07011 800-432-LIFT
Entire installation shall comply with the provisions of A.S.M.E. A17,1b part XX
unl' GARAVENTA GENESIS GVL-SW 120 WHEELCHAIR LIFT UPPER FLOOR PLAN DETAIL Page
Project
A Dwn
CCESSIBILITY PROJECT FOR Figueroa
PLEASANT VALLEY ADULT COMMUNITY Date 09/29/00 2/5
av
NOTE: ALL FIELD WORK MUST BE COORDINATED WITH
HANDI-LIFT, INC. PRIOR TO BEGINNING CONSTRUCTION.
N
M
,ighting By Others
A Minimum Of
of Candles
/ails Must Be
Flush And
th Floor. All
ns Must Be
Held For
,ration Of Lift
le, Fused
ect Switch
)thers
Be
Level
NOTE: The Floor To Floor Dimension Is Critical And Must Be Verified In The Field By The Contractor
After The Area Has Been Prepared And Prior To The Lift Being Released To The Factory For
Fabrication. If The Measurement Is Incorrect, The Contractor Shall Bear Full Financial Responsibility
For Modifications To The Unit Which Must Be Done By The Manufacturer At The Factory.
Handi-Lift, Inc.10s1 Paulison Avenue, Clifton, New Jersey 07011 800-432-LIFT
Entire installation shall comply with the provisions of A.S. A17.1b part XX
a' '
ns u"'` GARAVENTA GENESIS GVL-SW 120 WHEELCHAIR LIFT LOWER ELEVATION DETAIL Page
Project Dwn Riemersma
ACCESSIBILITY PROJECT FOR Date ���
PLEASANT VALLEY ADULT COMMUNITY 09/29/00
Note; The 310-2 Electric
Strike Comes With Stainless
Steel Springs, Working Parts,
And Case, The Standard
Faceplate Is Brushed Stainless
Steel With Lacquer Finish,
(Optional Brass Finishes
Available,)
Note; All Hardware Should
Be Aquired Before Cuts Are
Made,
Back Box Provided By Door Mfgr,
To Keep Dust And Dirt Out Of Strike
Pocket, Box Must Be Constructed
A Manner That Will Hold Its Shape,
Min, Material Thickness 16 Gauge,
#16 Drill (,177)
And Tap 12-24 Unc
Thri i i Dlr4�—
TEMPLATE FOR INSTALLIN
FOLGER ADAMS CO, 310
FAIL SECURE ELECTRIC STRIKE Lock Must Align
WITH LCBMA WIRING PACKAGE
Note; The B461 P Lock Set Has
MARK IN
of
EMPLATE FO
A Brushed Stainless Steel Finish,
CENTER OF
DOOR
O
O
INSTALLING
It Is Unlocked With A Key From The
THICKNESS
O
SCHB GE
Outside For Emergency Access And
w
SERIES LOCKS MARK CENTER
Is Supplied With A Blank Plate On
—
FOR 1 1/2" HOLE
The Inside, A Spring Latch Is
—LU
z
SPECIAL 2 3/4" 6ACKSET
Substituted For The Dead Bolt,
FOR 7/8" OR 1"
IMPORTANT
DummyHandles And Push Plates,
O Q
DOOR
w
a:
PLACE TEMPLAT
Hinges, And Closer Are Supplied
m _,
Q I L'
DEPENDING ON
BOLT HOUSING
o
O
ON HIGH EDGE
OF DOOR BEVEL
By Others. (door Closer Must Be
o =
Mounted On Outside Of Doors
z
Away From The Hoistway.)
TEMPLATE
FOR INSTALLING
SCHLAGE
B461 P LOCK SET
Hand's-Lift, Incj051 Paulison Avenue, Clifton, New Jersey 07011 800-432-LIFT 50
Entire installation shall comply with the provisions of A. S.M.E. A17.1 b part X
Unit COMMUNICATING HARDWARE DETAILS Page
Project Own
ACCESSIBILITY PROJE Riemersma
CT FOR Dale �/�
PLEASANT VALLEY ADULT COMMUNITY �9�29�00
Rev
m
SYMBOL DESCRIPTION
M
Mast Weight
650 Ibs
P
C
Payload
750lbs
Car Weight
250 Ibs
R1
Floor Reaction 1
1015 Ibs
R2
Floor Reaction 2
635 Ibs
B
Tie Back Bracket Reaction
350 Ibs
L1
Platform Size
36"x54"
R 1 rF
42 3/4"
3 1 /8"'
ENGINEERING NOTES
GENERAL NOTES
(1.) User Operation - Call/Send Controls At Both Floors. All Low Voltage Wiring By HLI. Chases Required By
Others,
(2.) A Minimum Overhead Clearance Of 6'-8" Shall Be Provided Between Any Point On The Platform And The
Lowest Overhead Obstruction During The Entire Distance Of Travel,
(3.) Any Alterations To The Equipment Without The Written Authorization By Garaventa Will Void All Warranties.
(4.) Lower And Upper Doors By Others, Electric Strike, Dead Latch, And Dummy Hardware
Installed By HLI, Door And Frame Mortised By Others To Receive Hardware.
(5.) Site Preperation By Others. Clearances Are Critical And Site Must Be Square And Plumb And The Floor Level
For Proper Operation Of The Machine, Walls Must Be Smooth And Solid.
ELECTRICAL NOTES
0.) Field Electrical Wring And Connections To Call/Send Controls, Interlocks, And Machine Housing To
Be Installed By Handi-lift, Inc. Any Chases Required For Flush Mounting To Be Installed By Others.
(2.) Junction Box With Feed On Seperate Circuit By Others. Include Lockable Disconnect In View Of
Machine Shroud.
(3.) All Lighting By Others. Not Less Than Five (5) Foot Candles.
(4.) Power Supply To Be 208 Or 240VAC 15 Amp With All Required Chases And Lockable, Fused
Disconnect By Others.
SPECIFICATION
Unit Garaventa Genesis GVL-SW 120 Custom Sized Lift,
Drive Acme Screw With Drive Safety.
Motor 208 To 240VAC Single Phase 3/4 HP.
Low Voltage24VDC Control Circuit.
Capacity 750 Lbs. Operating Load.
Speed 11 Feet Per Minute,
Manual Powered Emergency Lowering System.
Finish: Baked Electrostatic Applied Powder Coat.
Limit SwitchesUpper And Lower Included.
Final LimitEmergency Power Cutoff If Limit Switch Fails,
Controls Constant Pressure Button With Universal Handicap Key System And Emergency Stop Switch
With Alarm.
Handi-Lift, Inc, 1051 Paullson Avenue, Clifton, New Jersey 07011 800-432-LIFT
Entire installation shall comply with the provisions of A.S.M.E. A17. 1 b part XX
""it GARAVENTA GENESIS GVL-SW 120 WHEELCHAIR LIFT NOTES & SPECS Page
Protect
A C C E Dwn
SSIBILITY PROJECT FOR emersma �/�
PLEASANT VALLEY ADULT COMMUNITY P-D---tE::f0':G
/2g/00