HomeMy WebLinkAbout2017-01026 - new framing AT /
-F — . ,
TE 57. -- TIME V
CITY OF ORONO CALLED IN D 7 / ]��
INSPECTION NOOTt /D/6 'l I SCHEDULED '� — r /e : 6
PERMIT NO. C N/� �L(J 70 MP ETED �9 /
ADDRESS £ �_� !�l �', 5
OWNER T PHONE NO�
CONTRACTOR p—"' ` (_:_ 0. C Alf)
•
DESCRIPTION 91 t //94 ---'ke u)
W ❑ FOOTING 0 DEMO-FINAL / 0 SEPTIC FINAL
14.
❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING
O ❑ FOUNDATION DRAIN TILE 0 PLUMBING FINAL 0 TREE REMOVAL
❑ LATHE 0 MECHANICAL RI 0 SITE INSPECTION
Q ' RAMING ❑ MECHANICAL FINAL 0 RATED WALLS
❑ INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT
v 0 FINAL 0 WATER HOOK-UP 0 FOLLOW-UP
W ❑ AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL
v ❑ DEMO-SITE 0 SEPTIC INSTALL
c OWNERICONTRACTOR TO MEET YOU:_YES_NO
2 COMMENTS: 161/1.14-4/1-114- glt/Veq Otei/
4.1 E./6'c. Q_L. — - f '/
y
CC
0) f�fQck- kc-• 4.0 4-Ca �, lQ `/ / rr
ti-0 Pre,f<J.Q reads LL 144-51 )1/0 --k/`s3 7-a ✓
Lia
CC
A4 aC Aeti t •rte 1, j J&a l
2 - ,�j i iIr,�ss /'"e q• i5 ,�JPoai ed
Z #966� tis rctsf b,-etc r .I-5 IT *-a/C
SE G6!'rct. . 0 —hi re6,1-61Gt(Q,
a
W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE
ECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
C.1 BEFORE COVERING PERMANENT
O CORRECT UNSAFE CONDITION WITHIN HOURS. U PHOTO TAKEN
INSPECTOR WILL RETURN
0 STOP ORDER POSTED.CALL INSPECTOR El CITATION ISSUED
❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
Owner/Contractor on site:
Inspector. 97/n
White Copyllnspector's File Canary Copy/Site Notice
mit
MiTeke
MiTek USA, Inc.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
Re: 2205
HENDEL CONSTRUCTION LLC LMB
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision
based on the parameters provided by Scherer Brothers Truss Divn.
Pages or sheets covered by this seal: I32244368 thru I32244368
My license renewal date for the state of Minnesota is June 30,2018.
I Hereby certify that this plan,speci-
fication,or report was prepared by
me or under my direct supervision
and that I am a duly Licensed Pro-
fessional E .'.-er under the ws
of the a of innesota.
VEN E.F•X
DATE REG.NO.21980
January 25,2018
Fox, Steve
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
Job' ' Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
132244368
2205 G6-REPAIR PIGGYBACK BASE GIRDE 1
2 Job Reference(optional) Scale:1/4"=1'
Scherer Brothers Truss Division,Albertville,MN 55301,. 8.030 s Aug 11 2017 MiTek Industries,Inc.Thu Jan 25 14:46:55 2018 Page 1
ID:gDDWhXA58dnXOajk8ifNjhyBPSN-vHgomUmerc8l RbOTyn5MZefxLgZychOVzkULkYzmT_
4-5-15 8-7-11 f 14-11-8 (16-3-51 22-1-0 23-2-224-11-01
4- 5-15 4-1-12 6-3-13 '1-3-13 5-9-11 1-1-2 1-8-14
REPAIR : RE-LOCATE LOAD AT JOINT 15 TO 14-6-0(LEFT EDGE OF BEAM) RIGHT OF JOINT 1, UP 1-1-12 FROM BOTTOM CHORD.
1.5x4 H
4 €31 _� Cii 5 6 5x10 MT18HS
5x6 `%e �
3x6// 3x8\\
7
1.5x4\\ 3 `' t,
2 d
4x6 \\
8 '
14.00 12 1,
N,i1
_� 94x6 \\
III 1
3x4 // iii, fir,
1 _-- 4 13 26 27 12 10 r
cp I i 5x8 = 10x10 = 7x5 �r I-y 1:1'1.1
Gr �. a
24 25 15 5x5 11 28 0
16 2-1-122x5 II 12.00112 5x6 O
3x8— 3-0-0
ATTACH<2 LAYERS>3/4"PLYWOOD OR OSB GUSSET(23/32"RATED SHEATHING 48/24 EXP 1)
TO LOADED FACE OF TRUSS WITH USP WS45(0.25"X 4.5") SCREWS PER THE FOLLOWING NAIL SCHEDULE:
2 X 3'S-1 ROWS,2 X 6'S-2 ROWS:SPACED 4"O.C.
' ' ' USE 4"MEMBER END DISTANCE.GLUE PLYWOOD LAYERS TOGETHER PRIOR TO ATTACHING TO TRUSS.
1 8-7-11 14-11-8 6-3-5 I 22-1-0 23-2-2124-11-0
8-7-11 6-3-13 3-13 5-9-11 1-1-2 1-8-14
Plate Offsets(X,Y)— [1:0-1-15,0-1-8],[4:0-2-4,0-1-0],[6:0-3-9,Edge],[8:0-1-0,0-1-8],[9:0-3-0,0-1-8],[11:0-2-4,0-2-4],[12:0-2-12,0-3-4],[13:0-2-8,0-5-0],[14:0-3-4,0-2-8],
[15:0-4-8,0-1-0],[16:0-2-8,0-1-8]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.19 12-13 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.35 12-13 >845 180 MT18HS 197/144
BCLL 0.0 * Rep Stress lncr NO WB 0.83 Horz(TL) 0.15 10 n/a n/a
BCDL 10.0 Code MNSRC2015/TPI2007 Matrix-MS Weight:295 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins,except
6-7,7-10:2x4 SPF 1650F 1.5E 2-0-0 oc purlins(6-0-0 max.):4-6.
BOT CHORD 2x6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
5-15:2x3 SPF No.2,12-14:2x6 SP 2700F 2.2E 6-0-0 oc bracing:15-16.
WEBS 2x3 SPF No.2 1 Row at midpt 5-14
REACTIONS. (lb/size) 1=2905/Mechanical,10=6670/0-5-8 (min.0-5-4)
Max Horz 1=164(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-3564/0,2-3=-3332/0,3-4=-3196/0,4-5=-3472/0,5-6=-3476/0,6-7=-5446/0,
7-8=5628/0,8-9=-10776/0,9-10=-7295/0
BOT CHORD 1-24=0/2231,24-25=0/2231,16-25=0/2231,14-15=0/1267,5-14=-502/67,13-14=0/3553,
13-26=0/6993,26-27=0/6993,12-27=0/6993,11-12=0/6127,11-28=0/4476,10-28=0/4476
WEBS 2-16=-283/114,14-16=0/2135,4-14=0/2584,6-14=-575/536,6-13=0/4392,8-13=-3739/0,
NOTES-
8-12=0/4826,9-12=0/3467,9-11=-4123/0 I Hereby certify that this plan,cpeci-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: fication,or report was prepared by
ion
Top chords connected as follows:2x4-1 row at 0-4-0 oc. andmor that I amr amdirect Licensed ePro-
BottomPchords connected as follows:2x6-2 rows staggered at 0-6-0 oc,2x3-1 row at 0-9-0 oc. I a duly Webs connected as follows:2x3-1 row at 0-9-0 oc,Except member 12-8 2x3-1 row at 0-6-0 oc. fessiona - -er under aw,
ofth: tate of Mir es• -.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to - /' /
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. I "`�
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; STEVEN E.FOX
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated. DATE REG.N0.21980
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide January 25,2018
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
t l.vnm MUM/un Payc c 1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMN
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
Job' • ' Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
132244368
2205 G6-REPAIR PIGGYBACK BASE GIRDE 1
2 Job Reference(optional)
Scherer Brothers Truss Division,Albertville,MN 55301,. 8.030 s Aug 11 2017 MiTek Industries,Inc.Thu Jan 25 14:46:55 2018 Page 2
ID:gDDWhXA58dnXOajk8ifNjhyBPSN-vHgomUmerc8l RbOTyn5MZefxLgZychOVzkULkYzmT_
NOTES-
9)Refer to girder(s)for truss to truss connections.
10)Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1176 lb down at 14-10-4,1137 lb down at 15-11-12,1137 lb down at
17-11-12,1137 lb down at 19-11-12,and 1137 lb down at 22-1-0,and 1131 lb down at 23-11-12 on bottom chord. The design/selection of such connection device(s)is
the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-4=-90,4-6=-90,6-22=-90,15-17=-20,12-14=-20,11-12=-20,10-11=-20
Concentrated Loads(lb)
Vert:15=-1176(F)12=-1137(F)13=-1137(F)26=-1137(F)27=-1137(F)28=1131(F)
1 1
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11/1
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k♦
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
=MI
MiTekt
MiTek USA, Inc.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
Re: 98962
HENDEL CONSTRUCTION LLC LMB
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision
based on the parameters provided by Scherer Brothers Truss Divn.
Pages or sheets covered by this seal: I32405645 thru I32405645
My license renewal date for the state of Minnesota is June 30,2018.
I Hereby certify that this plan,speci-
fication,or report was prepared by
me or under my direct supervision
and that I am a duly Licensed Pro-
fessional Engin er under the laws
of the State of inne ta.
AN GARCIA
DATE REG.NO.41469
February 12,2018
Garcia,Juan
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
j Job, Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
132405645
98962 A4 ROOF TRUSS 2 n
Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Mon Feb 12 11:31:37 2018 Page 1
ID:kzoknrf2AmUSWw1 sfLrRB 1 zourb-AWCjSWZPdJEfJIrz4WDam2?zOpk52JhY64QeG?zlue4
25-11-0
I 2-11-13 I 8-5-8 110-11-13 I 16-11-3 I 19-5-8 I 23-0-0 I 25-8-8 1127-4-01
2-11-13 5-5-11 2-6-5 5-11.7 2-6-5 3-6-8 2-8-8 0-2-8
6x8 // 5 66x8 \\ 1-5-0 Scales 1:72.0
3x8 4
4r--- --IM
�_ 3x6
rer /Y////////%. 29
14.00 12 2x6 II 28 2x8 II
3 26 830
• 4x8 II
10x3,10 :x
, 9
d `,
ry N
8x8 = 8 MT18HS =
6x6 = 32
11rktklire.,...
1-0-0 10
,- ..•111•11MINIMINWZNAili11:17,1111111INAV=Iil:W.iri: : It 1‘.i'•
25 24 23 21 19 16 3x4 = 13 12 11
2.5x4 I I 6x10 = 3x4 = 3x6 2x6
3x4 = 3x4 = 3x4= 4x8=
APPLY 2-PLY 2X8 SPF/DF/SP NO.2 OR BETTER LEDGER TO ONE FACE OF TRUSS 3x4 =
TO SUPPORT 295 PLF UNIFORM LOAD AS SHOWN.
ATTACH WITH 2 ROWS OF USP WS45(1/4"x 4.5')WOOD SCREWS OR EQUIVALENT
FASTENERS 6'ON CENTER EACH ROW STAGGERED.
A MINIMUM OF 4'END DISTANCE MUST BE PROVIDED AT ALL TRUSS MEMBERS.
DO NOT OVERDRIVE THE SCREWS OR DRILL THROUGH METAL CONNECTOR PLATES.
ALL SCREWS MUST BE INSTALLED FROM LOADED FACE OF TRUSS.
1 2-11-13 8-5-8 1 10-7-4 112-11-8 114-11-8 1 17-3-12 1 19-5-8 23-0-0 I 25-11-0
2-11-13 5-5-11 2-1-12 2-44 2-0-0 2-4-4 2-1-12 3-6-8 2-11-0
Plate Offsets(X,Y)— [1:0-1-8,0-2-8],[5:0-2-11,Edge],(6:0-2-11,Edge],[10:Edge,0-2-4],[11:0-3-4,0-1-0],[12:0-1-12,0-2-0],[14:0-5-8,Edge],[22:0-5-8,0-1-12],[24:0-4-12
.0-2-12].[25:Edoe,0-1-41.126:0-3-0.0-1-12]
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.13 19-23 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.28 19-23 >999 180 MT18HS 197/144
BCLL 0.0 * Rep Stress Ina NO WB 0.68 Horz(TL) 0.06 11 n/a n/a
BCDL 10.0 Code MNSRC2015/TPI2007 Matrix-MP Attic -0.04 14-22 3427 360 Weight:404 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x8 SP 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins,
1-2:2x6 SPF 1650F 1.5E,9-10,5-6:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2,5-6.
BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
11-21:2x4 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s):1,18,20,17,15,26
WEBS 2x3 SPF No.2*Except*
1-24:2x4 SPF 1650F 1.5E,3-23,8-13:2x4 SPF No.2
4-7:2x6 SPF 1650F 1.5E
REACTIONS. (lb/size) 25=4669/0-5-0,11=5326/0-5-8
Max Horz 25=-103(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-25=-4625/0,1-2=-6186/0,2-3=-5755/0,3-4=-3571/0,4-5=-538/75,6-7=-580/78,
7-8=-3822/0,8-9=-5625/0,9-10=-5411/0,10-11=-5303/0,5-6=-893/107
BOT CHORD 23-24=0/4222,19-23=0/4030,16-19=0/3728,13-16=0/3010,12-13=0/2477,
20-22=-1051/0,18-20=-547/0,17-18=-547/0,15-17=-547/0,14-15=0/1118
WEBS 1-24=0/7628,2-24=-4938/0,3-22=0/1224,13-14=0/511,8-14=0/1714,20-23=-62/451,
19-20=-525/12,16-17=-323/0,15-16=0/901,13-15=-951/0,22-24=0/1943,2-22=-2793/0,
12-14=0/1441,9-14=-610/7,4-26=-3886/0,7-26=-3649/0,5-26=0/1702,6-26=0/1384,
9-12=-1776/0,10-12=0/3519
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x3-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc,
2x4-1 row at 0-7-0 oc. I Hereby certify that this plan,speci-
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. fication,or report was prepared by
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x3-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. me or under my direct supervision
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to and that I am a duly Licensed Pro-
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. fessional Ene9� under the laws
3)Unbalanced roof live loads have been considered for this design. of the State M�/+�esota.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; rn
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding. JUAN GARCIA
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. DATE REG.NO.41469
9)Ceiling dead load(5.0 psf)on member(s).2-3,3-4,7-8,4-26,7-26; Wall dead load(3.Opsf)on member(s).3-22,8-14
10) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.20-22,18-20,17-18,15-17, February 12,2018
ContifWrdr5on oaae 2
1 I
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
•
Job Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
132405645
98962 A4 ROOF TRUSS 2
Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Mon Feb 12 11:31:38 2018 Page 2
I D:kzoknrf2AmUS Ww1 sfLrRB 1 zourb-ejm5fsa 1 OdM WxSQAdEkpJGY8mC4KnmxhLk9BpRzIue3
NOTES-
11) Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)Attic room checked for U360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-27=-45,4-28=-50,4-5=-45,6-7=-45,7-29=-50,11-25=-10,14-22=-15,4-7=-300(F=-295),5-6=-45
Drag:3-22=-3,8-14=-3
Concentrated Loads(Ib)
Vert:29=-780 30=-780 31=-975 32=-292
Trapezoidal Loads(plf)
Vert:27=-461-to-2=-445,2=450-to-28=370,29=-50-to-8=-62,8=-57-to-10=-141
� f
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
.
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
IMPI
14 .Job Truss Truss Type QMB
City Ply HENDEL CONSTRUCTION LLC L
132224466
1.0 UNITS
li 2205 D2 REP HIP 1 1 Job Reference(optional) DS 1 OF 1
,I Scherer Brothers Truss Division- Albertville,MN 55301 8.030 s Aug 11 2017 MITek Industries,Inc. Tue Jan 23 13:37:44 2016 Page 1
5I:gDDVYhXAS6drtXOaj*CBilNjhyePSN-MTR3HntBODp2Id1YWYM?gGVNCrpTIBH6s99kNYPzsSfr
7-9-4 :9.1-12, 15-11-0 16-11-0 18-4-0
.11 7-9-4 1-4-7 6-9-4 1-0-0 1-5-0
ti Repair Condition:web from joint 9 to joint 2 is a damaged section.
Repair Condition:web has 0-1-0 long break centered at 1.0-0 above joint 8. 5s Sere=1:56.5
5,6 .; 2 3
O , l,,
h 24"X36"
14.00 12
i
I d I d
il1
1 16"X30" 6.00 12
4 Sx12'
ii
a 16
tt 4.
t . s
' O 4 - qq
1.
-__ .--
a _ _
"4 d
10 9 6 7 -
3x4
- 1.3x4 H 3x10 Is
2' 3x4 ==. 1.5x4 iI
1
. ATTACH 1/7 PLYWOOD OR OSB GUSSET(15/32"RATED SHEATHING 32116 EXP 1)
TO EACH FACE OF TRUSS WITH(0.131"X 2.5"MIN.)NAR.S PER THE FOLLOWING NAIL SCHEDULE: INSTALL 2 X 4 SPF/DF/SP NO.2
A 2 X 3'S-2 ROWS,2 X 4'S-3 ROWS,2 X 6'S AND LARGER-4 ROWS:SPACED Q 4"O.C. i CUT TO FIT TIGHT.
NAILS TO BE DRIVEN FROM BOTH FACES.STAGGER SPACING FROM FRONT TO BACK FACE t" '
FOR A NET 2"O.C.SPACING IN EACH COVERED TRUSS MEMBER.USE 2"MEMBER ENO DISTANCE.
7-9.4 .9.1-12. 15-11-0 16-11-0
7.9.4 1.4.7 6-9-4 1-0.0
Plate Offsets(X,V)- 12:0.2-11,Edge),[3:0.2-11,Edgey[4:0-6-0,0-2-41,[5:0.3.8,Edge)
kl LOADING (Psi) SPACING- 2-0-0 CSL DEFL. in (hoc) Udell Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.21 1-9 >969 240 MT20 197/144
11 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.37 1-9 >548 180
BCLL 0-0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 5 n/a n/a
Ii BCOL 10.0 Code MNSRC2015ITPI2007 Matrix-S Weight:81 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2`Except TOP CHORD Structural wood sheathing directly applied,except
1-2:2x6 SPF 1650E 1.5E 2.0-0 oc purlins(6-0-0 max-):2-3.
' BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x3 SPF No.2 WEBS 1 Row at midpt 2-9,3-8
SLIDER Right 2x6 SPF 1650F 1.5E 1-0-15
REACTIONS. (lb/size) 1=912/0-5-8,5=1051/0-3-8
Max Horz 1=-150(LC 4)
III
i FORCES. (tib)-Max.Comp./Max.Ten.-All forces 250(lb)or loss except when shown.
11 TOP CHORD 1-2=-894/20,2-3=-452/53,3-4=-936f28,4-5=-1375/0
3` BOT CHORD 1-9=0/474,8-9=0/475,7.8=0/1051,5-7=0/1051
EWEBS 2.9=-84/327.3.8=-31/296,4.8=-675/140,4-7=-9/284
NOTES
1)Repair Condition:web from joint 9 to joint 2 is a damaged section.
2)Repair Condition:web has 0-1-0 long break centered at 1-0-0 above joint 8.
3)NIA
TI 4)Unbalanced roof live loads have been considered for this design. I Hereby cenify that this plan,quid-
-.. 5)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.Opsf;BCOL=6.0psf;h=25ft;Cat.II;Exp B;enclosed; ficalion,or report was prepared by
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.60 plate grip DOL=1.60 ma or under my direct supervision
6)Provide adequate drainage to prevent water ponding. and that I am a duty Licensed Pro-
7)This truss has been designed for a 10.0 pet bottom chord live load nanconcurrent with any other live loads. fe"^ ngineer under laws
II 8)•This truss has been designed fora live load
of 20.0psf on the bottom chord in alla areas where a rectangle 3-6-0 tall by 2-0-0 wide of State of Mi eaot.
will fit between the bottom chord and any other members,with BCA-=10.0psf.
9)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
STEVEN E.FOX
s
s
DATE REG.[40.21980
January 23,2018
a WHOM°•nen IxY/n p .eve ant MAD NOTES ON res AID INCLUDED WEN NEF'EAfNCE PAGE e04473 rev.10e12e15 SEM*USE.
4.1 Design vasd for rue only with lATekr connectors.This design is based only upon parameters allownand is for an individual buildup component.notIll'
1.1 a truss system Before me.the budding designer must verity the applicability of design perimeters and properly incorporate this design into the overall M
q budding design Bracing indicated ie to prevent budding of individual truss web armor Motif members only. daona txs yl temporary and permanent aong ■
iTe k'
is s required for gantrygantryend to prevent collapse with possible personal injury and properly damage. For general guidance regaMntg the
; gyrosy
~ fabrication,storagedelivery,erection and bracing of trusses end truss systems,see AAIag(ms Onlay *Dian and 5l ales coesperwnt 16023 Sr/ngly Ridge Rd
Sakti MtMrwation evadable from Truss Plate Institute.218 N Lee Street,Suds 312,Alexandiia.VA 22314. Chesterfield MO 63017
i z
ifir2-111
MiTek�
MiTek USA, Inc.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
Re: 98962
HENDEL CONSTRUCTION LLC LMB
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by Scherer Brothers Truss Divn.
Pages or sheets covered by this seal: I31915385 thru I31915388
My license renewal date for the state of Minnesota is June 30,2018.
•
I Hereby certify that this plan,speci-
fication,or report was prepared by
me or under my direct supervision
and that I am a duly Licensed Pro-
fessional Engineer nder the laws
of the Stat- -' . esota.,
iH• .GALINSKI
DATE REG.NO.42580
December 15,2017
Galinski,John
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
Job, Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
3 UNITS YF 131915385
98962 Al ROOF TRUSS 1
Job Reference(optional) 1 OF 4
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:44 2017 Page 1
ID:kzoknrf2AmUSWwlsfLrRBlzourb-Vaf ROkuxggLEHeeOff6j7YdhmUYIW_OLjhXoy94Y1
27-4-0
1 2-11-13 1 8-5-8 9-11-0 I 13 11 8 17-11-1z 119 5 8 24-11-0 2p-11-Cf 1
2-11-13 5-5-11 1-5-12 4-0-0 4-0-4 15-12 5-5-8 1-0-0 1-5-0
1/2"X 12"NOTCH AT JOINT 25 4x6= 6x8 = Scale=1:68.3
6x8= 1.5x4 I I
LUMBER AND CONNECTOR PLATES(SHOWN DASHED)TO BE 5 - 6 7 84
x6
CUT CLEANLY ANDA URATELY AND THE REMAINING PLATE(S) - r
MUST BE FULLY EMB=DDED AND UNDISTURBED. 4 ,���.-.: .
�"
3x10 II
14.00 3 9
3x10 II
INSTALL(2 PLY)•X 4 SPF/DF/SP NO.2
12
CUT TO FIT TIG .ATTACH PLIES HATH ONE
ROW OF(0.131 X<")NAILS SPACED 9"O.C.
TRIM CORNER O-NEW MEMBER TO AVOID
DAMAGE TO EXIS ING CONNECTOR PLATES. W�q
d
6x8 = d
8.00 112
5x8= hillik 10 10x10 ��
1 1111 5x5=
..1. ii+ 11
;it
- A��I _. -_
41...04N2
II- _ 1�EI% r �rC r"
27 28 29 30 311 32 33 4x10 35 36 37 38
25 24 23 20 16 15 14,13
2.5x4 II 5x6 = 1 5x4 II 1.5x4 II 2x6 II
5x10 = 2x8 11 3x6= 2x6 II
* ATTACH<2 LAYERS>3/4"PLYWOOD OR OSB GUSSET(23/32"RATED SHEATHING 48/24 EXP 1) 10x10=
TO EACH FACE OF TRUSS WITH(0.131"X 3.0")NAILS PER THE FOLLOWING NAIL SCHEDULE:
* 2 X 3'S-2 ROWS,2 X 4'S-3 ROWS,2 X 6'S AND LARGER-4 ROWS:SPACED 3"O.C.
• * + USE 2"MEMBER END DISTANCE.GLUE PLYWOOD LAYERS TOGETHER PRIOR TO ATTACHING TO TRUSS.
14-11-8
1 3-6-5 1 8-5-8 19-11-0 1 12-11-8 1'3-114 1 17-11-12 119-5-8 I 24-11-0 2(11-9
3-6-5 4-11-3 1-5-12 3-0-4 1 0-0-60 3-64 1 5-12 5-5-8 X1-0-0
Plate Offsets(X,Y)- [l:Edge,0-2-0],[2:0-3-8,0-3-0],[3:0-7-5,0-1-0],[4:0-3-0,0-1-12],[8:0-3-0,0-1-12],[9:0-5-0,0-0-4],[10:0-5-0,0-3-0],[11:0-2-8,0-1-0],[13:0-3-8,0-1-0],
115:0-4-4,0-1-01,116:0-2-8,0-2-0],[17:0.7-0,0-2-12],[20:0-1-12,0-1-81,[22:0-3-8,0-2-121,123:0-4-12,0-1-0],[24:0-4-4,0-1-12],[25:Edge,0-1-4]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.22 20-23 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.55 20-23 >560 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.05 13 n/a n/a
BCDL 10.0 Code MNSRC2015/TPI2007 Matrix-MP Attic -0.10 17-22 1376 360 Weight:429 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
2-5,7-10:2x8 SP 2400F 2.0E except end verticals,and 2-0-0 oc purlins(4-4-9 max.):1-2,5-7.
BOT CHORD 2x6 SPF 1650F 1.5E*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
17-22:2x4 SPF 2400F 2.0E JOINTS 1 Brace at Jt(s):1,26,19,18
WEBS 2x3 SPF No.2'Except'
1-24:2x4 SPF 1650F 1.5E,3-23,9-15,4-8,16-17:2x4 SPF No.2
REACTIONS. (lb/size) 25=5354/0-5-0,13=5709/0-5-8
Max Horz 25=-194(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-25=-5090/0,1-2=-7167/0,2-3=-5749/0,3-4=-2653/0,4-5=0/1943,5-6=0/3252,
6-7=0/3252,7-8=0/2187,8-9=-2704/0,9-10=-5542/0,10-11=-2539/0,11-13=-5998/0
BOT CHORD 23-24=0/5774,20-23=0/5582,16-20=0/8387,15-16=-4/2222,14-15=0/2409,
19-22=-4998/0,18-19=-4998/0,17-18=-4998/0
WEBS 1-24=0/8709,2-24=-4248/0,10-14=-3284/0,11-14=0/4800,22-23=0/1749,3-22=0/3813,
15-17=0/1643,9-17=0/3529,4-26=-6522/0,8-26=-6954/0,5-26=-702/455,6-26=-507/11,
7-26=-568/615,22-24=0/1407,14-17=-273/290,19-20=-302/77,16-18=-452/0,
20-22=0/3619,16-17=0/6921,2-22=3610/0,10-17=0/1169
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x3-1 row at 0-7-0 oc,2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. I Hereby certify that this plan,speci-
Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc,2x4-1 row at 0-9-0 oc. fication,or report was prepared by
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x3-1 row at 0-9-0 oc. me or under my direct supervision
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to and that I am a duly Licensed Pro-
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. fessional Engine r un a laws
3)Unbalanced roof live loads have been considered for this design. of the Stat to
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. JOHN L.GALINSKI
7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).2-3,3-4,8-9,9-10,4-26,8-26; Wall dead load(3.0psf)on member(s).3-22,9-17 DATE REG.NO.42580
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.19-22,18-19,17-18
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 15,2017
Snntinued nn nape 2
I
imit
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
Job, Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915385
98962 Al ROOF TRUSS 1
Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:44 2017 Page 2
ID:kzoknrf2AmUSVNvIsfLrRBlzourb-Vaf ROkuxggLEHeeOff6j7YdhmUYIVV OLjhXoy94Y1
NOTES-
11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)185 lb down and 32 lb up at 1-7-2,539 lb down at 2-4-12,803 lb
down and 25 lb up at 4-0-0,392 lb down and 54 lb up at 6-0-0,389 lb down and 95 lb up at 8-0-0,391 lb down and 155 lb up at 10-0-0,1264 lb down at 12-0-0,526 lb
down at 14-0-0,1264 lb down at 16-0-0,391 lb down and 155 lb up at 17-11-0,389 lb down and 95 lb up at 19-11-0,and 392 lb down and 54 lb up at 21-11-0,and 803
lb down and 25 lb up at 23-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-90,2-4=-100,4-5=-90,5-7=-90,7-8=-90,8-10=-100,10-11=-90,11-12=-90,13-25=-20,17-22=-30,4-8=-10
Drag:3-22=-6,9-17=-6
Concentrated Loads(lb)
Vert:21=391(F)27=-185(F)28=-279(F)29=-803(F)30=-392(F)31=-389(F)32=-1264(F)33=-526(F)34=-1264(F)35=-391(F)36=369(F)37=-392(F)38=-803(F)
t t
AWARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
.
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63617
Job, Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915386
98962 A1A ROOF TRUSS 1 a
L Job Reference(optional) 2 of a
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:47 2017 Page 1
1 D:kzoknrf2AmUS Ww1 sfLrRB1 zourb-v9K74PmnEI2w5IMD4nCpLmA8dzVXVsdQ5JyL87y94Y_
27-4-0
1 z-11-13 1 8-5-8 1s-11-4 1 13-11-8 I 17-11-12 119-5-8 1 24-11-0 2�11-�
2-11-13 5-5-11 1-5-12 4-0-4 4-04 1-5-12 5-58 1-0-0 1-5-0
44= 6x8= Scale=1:68.3
6x8= 1.5x4
1/2"X 12"NOTCH AT JOINT 25
4x6 =
SEE SHEET 1 OF 4 FOR REPAIR DETAIL 5 _ 6 _ 7 8
3x10 I I r-aIry
3x10 II
14.00 12 3 9
•
•
m
6x8= 8.00 12 0
5x8= 10 10x10 ,,
1 5x5
..,-..1.. .......
rr
I . _ -`I'% 12 11.1
..... 1111111. 1. i 181 - 1raig1441111 ..-• 11
: git.. ....1 ••'; immiEl, E.--[3:=Eim -A.I.F.Ammi -Ati 6 05:
25 27 28 24 29 30 23 3421 32 20 33 16 34 35 15 36 37 38 14,13
2x6 II 5x6 = 1.5x4 2x6 II
6x10 = 2x8 3x6= 2x6 I I
4x10 = 10x10 =
1411.1x4 I
1 3-6-5 1 8-5-8 19-114 1 12-11-8 1P-11� 17-11-12 119-5-8 1 24-11-0 2151-:x
3-6-5 4-11-3 15-12 304 -0-0 47-0 3-0-4 15-12 5-5-8
Plate Offsets(X,Y)- [1:Edge,0-1-12],[2:0-3-4,0-2-12],[3:0-7-13,0-0-12],[4:0-3-0,0-1-12],[8:0-3-0,0-1-12],[9:0-7-5,0-1-0],[10:0-5-0,0-3-0],[11:0-2-4,0-1-0],[13:0-3-8,0-1-0],
115:0-4-4,0-1-01,116:0-2-8,0-2-01,117:0-7-0,0-2-121,120:0-2-0,0-1-81,122:0-3-8,0-2-121,123:0-4-12,0-1-01,124:0-4-4,0-2-81,125:0-3-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.24 20-23 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(TL) -0.58 20-23 >534 180
BCLL 0.0 * Rep Stress Ina NO WB 0.89 Horz(TL) 0.06 13 n/a n/a
BCDL 10.0 Code MNSRC2015/TP12007 Matrix-MP Attic -0.10 17-22 1305 360 Weight:429 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
2-5,7-10:2x8 SP 2400F 2.0E except end verticals,and 2-0-0 oc purlins(4-1-5 max.):1-2,5-7.
BOT CHORD 2x6 SPF 1650F 1.5E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
17-22:2x4 SPF 2400F 2.0E JOINTS 1 Brace at Jt(s):1,26,19,18
WEBS 2x3 SPF No.2*Except*
1-24:2x4 SPF 1650F 1.5E,3-23,9-15,4-8,16-17:2x4 SPF No.2
REACTIONS. (lb/size) 25=6138/0-5-0,13=5767/0-5-8
Max Horz 25=-194(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-25=-5590/0,1-2=-7893/0,2-3=-5864/0,3-4=-2689/0,4-5=0/1960,5-6=0/3322,
6-7=0/3322,7-8=0/2271,8-9=-2755/0,9-10=-5640/0,10-11=-2562/0,11-13=-6052/0
BOT CHORD 23-24=0/6267,20-23=0/6076,16-20=0/8606,15-16=-27/2135,14-15=-15/2321,
19-22=-5092/0,18-19=-5092/0,17-18=-5092/0
WEBS 1-24=0/9591,2-24=-4219/0,10-14=-3353/0,11-14=0/4845,22-23=0/1742,3-22=0/3920,
15-17=0/1606,9-17=0/3594,4-26=-6601/0,8-26=-7151/0,22-24=0/1649,2-22=-4287/0,
14-17=-178/404,10-17=0/1212,6-26=-511/11,5-26=-712/354,7-26=-558/639,
19-20=-277/112,16-18=-476/0,20-22=0/3438,16-17=0/7238
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x3-1 row at 0-7-0 oc,2x4-1 row at 0-7-0 oc,2x8-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc,2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x3-1 row at 0-9-0 oc. I Hereby certify that this plan,speci-
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to fication,or report was prepared by
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. me or under my direct supervision
3)Unbalanced roof live loads have been considered for this design. and that I am a duly Licensed Pro-
4)Wtnd:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; fessional gin r and rt I s
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 of the innes a.
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide JOHN L.GALINSKI
will fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).2-3,3-4,8-9,9-10,4-26,8-26; Wall dead load(3.0psf)on member(s).3-22,9-17
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.19-22,18-19,17-18
10) Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments. DATE REG.NO.42580
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
December 15,2017
':ontimled on ohne 2
r
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. III
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
•
Job Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915386
98962 A1A ROOF TRUSS 1
Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:47 2017 Page 2
I D:kzoknrf2AmUS Ww1 sfLrRB 1 zourb-v9K74PmnEl2w5IMD4nCpLmA8dzVXVsdQ5JyL87y94Y_
NOTES-
12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1176 lb down at 2-3-4,344 lb down at 0-8-13,803 lb down and 25 lb
up at 4-0-0,392 lb down and 54 lb up at 6-0-0,389 lb down and 95 lb up at 8-0-0,391 lb down and 155 lb up at 10-0-0,1264 lb down at 11-11-0,526 lb down at
13-11-0,1264 lb down at 15-11-0,391 lb down and 155 lb up at 17-11-0,389 lb down and 95 lb up at 19-11-0,and 392 lb down and 54 lb up at 21-11-0,and 803 lb
down and 25 lb up at 23-11-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
13)Attic room checked for U360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=90,2-4=-100,4-5=-90,5-7=-90,7-8=-90,8-10=-100,10-11=-90,11-12=-90,13-25=-20,17-22=-30,4-8=-10
Drag:3-22=-6,9-17=-6
Concentrated Loads(Ib)
Vert:21=391(B)27=129(B)28=-1176(B)29=-803(B)30=-392(B)31=-389(B)32=-1264(B)33=-526(B)34=-1264(B)35=-391(B)36=-389(B)37=-392(B)
38=-803(B)
t 1
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing Indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
Job Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915387
98962 A2 ROOF TRUSS 4 1
Job Reference(optional) 3 OF a
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:49 2017 Page 1
I D:kzoknrf2AmUS Ww1 sfLrRB 1 zourb-sYStV5o1 mNIdK3WcBCFHQBGSdnDvzm9jYdRSB?y94Xy
27-4-0
25-11-0
1 2-11-13 1 8-5-8 1 10-11-13 1 16-11-3 1 19-5-8 1 24-11-0 25-8- 1
2-11-13 5-5-11 5x55 5-11-7 6 2-6-5 5-5-8 9- 1-5-0 Scale=1:71.4
1/2"X 12"NOTCH AT JOINT 26 5x6 0-2-8
5
LUMBER AND CONNECTOR P •TES(SHOWN DASHED)TO BE 2x4 = i
CUT CLEANLY AND ACCURAT:LY AND THE REMAINING PLATE(S) i''' L 2x4 =
MUST BE FULLY EMBEDDED A D UNDISTURBED. - 7
2x4 I I 4
14.00 12 27 2x4 I I
INSTALL 2 X 4 SPF/D/SP NO.2 3 8
3x4 I
CUT TO FIT TIGHT. L
- 2-0-0
- c}
8x8 = 4x4=8.0012
9 7x6�'
_I ."WM
..
��� 4'14S1
INN IhilligitY01714111111R!�i MIE�-Ir'_. N!•lelil.'C47,11
" 26 25 24 22 20 17 4x4 = 14 1312
2)4 II
5x8= 4x6 2x4 11
3x4 = 3x4= 4x4 =
3x4 = 3x4 = 5x8 =
ATTACH 1/2"PLYWOOD OR OSB GUSSET(15/32"RATED SHEATHING 32/16 EXP 1)
0-0-8 TO EACH FACE OF TRUSS WITH(0.131"X 2.5"MIN)NAILS PER THE FOLLOWING NAIL SCHEDULE:
2 X 3'S-2 ROWS,2 X 4'5-3 ROWS,2 X 6'S AND LARGER-4 ROWS:SPACED @ 4"O.C.
TRIM CORNER OF NEW MEMBER TO AVOID NAILS TO BE DRIVEN FROM BOTH FACES.STAGGER SPACING FROM FRONT TO BACK FACE
DAMAGE TO EXISTING CONNECTOR PLATES. FOR A NET 2"O.C.SPACING IN EACH COVERED TRUSS MEMBER.USE 2"MEMBER END DISTANCE.
1 2-11-13 1 8- 5-8 1 10-7 -4 112-11- 8 114-11-81 17-3-12 1 19-5-8 1 24 -11-0 25-11-p
2-11-13 5-5-11 2-1-12 2-4-4 2-0-0 2-4-4 2-1-12 5-5-8 -o-
Plate Offsets(X,Y)- [1:0-1-8,0-2-0],[2:0-4-0,0-2-8],[9:0-3-0,0-2-4],[10:0-2-0,0-1-0],[12:0-24,0-1-0],[13:0-2-4,0-1-12],[15:0-5-8,0-1-12],[17:0-1-8,0-1-8],[23:0-5-8,0-1-12],
[25:0-3-12,0-2-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.18 20-24 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.39 20-24 >787 180
BCLL 0.0 * Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 12 n/a n/a
BCDL 10.0 Code MNSRC2015/TP12007 Matrix-MP Attic -0.09 15-23 1581 360 Weight:185 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SPF 1650F 1.5E`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
2-5,6-9:2x6 SP 2700F 2.2E,9-11:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-6-3 max.):1-2,5-6.
BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
12-22:2x4 SPF 1650F 1.5E 6-0-0 oc bracing:13-14.
WEBS 2x3 SPF No.2*Except JOINTS 1 Brace at Jt(s):1,19,21,18,16,27
1-25,3-24,8-14:2x4 SPF No.2
REACTIONS. (lb/size) 26=2166/0-5-0,12=1942/0-5-8
Max Horz 26=-216(LC 6)
Max Gray 26=2197(LC 15),12=2048(LC 2)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-26=-2166/0,1-2=-2280/0,2-3=-2200/0,3-4=-1195/0,4-5=-296/128,6-7=-305/132,
7-8=-1218/0,8-9=-2194/0,9-10=-834/0,10-12=-2052/0,5-6=0/286
BOT CHORD 24-25=0/2114,20-24=0/2461,17-20=0/2365,14-17=0/1560,13-14=-147/735,
21-23=-1080/174,19-21=-1184/0,18-19=-1184/0,16-18=1184/0,15-16=108/1247
WEBS 1-25=0/2985,2-25=-2016/0,23-24=0/548,3-23=0/986,14-15=0/870,8-15=0/970,
21-24=-788/242,20-21=-455/305,17-18=-422/0,16-17=0/1123,14-16=-1491/0,
23-25=-53/703,2-23=-1160/0,9-13=-1461/0,13-15=-174/646,9-15=0/680,
10-13=0/1543,4-27=-1602/0,7-27=-1664/0
NOTES- I Hereby certify that this plan,speci-
1)Unbalanced roof live loads have been considered for this design. fication,or report was prepared by
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed; me or under my direct supervision
MFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 and that I am a duly Licensed Pro-
W3)Provide adequate drainage to prevent water ponding. fessional En." r un r the laws
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. of the nn .. ..
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Ceiling dead load(5.0 psf)on member(s).2-3,3-4,7-8,8-9,4-27,7-27; Wall dead load(3.Opsf)on member(s).3-23,8-15 JOHN L.GALINSKI
7)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.21-23,19-21,18-19,16-18,
15-16
8)Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. DATE REG.NO.42580
10)Attic room checked for U360 deflection.
December 15,2017
^.nntinned on DROP 2
1 I
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. MN
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
•
•
• Job, _ Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915387
98962 A2 ROOF TRUSS 4 1
Job Reference(optional) •
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:49 2017 Page 2
ID:kzoknrf2AmUSWw1 sfLrRB 1 zourb-sYStV5o1 mNIdK3WcBCFHQBGSdnDvzm9jYd RSB?y94Xy
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-90,2-4=-100,4-5=-90,6-7=-90,7-9=-100,9-10=-90,10-11=-90,12-26=-20,21-23=-30,16-21=-30,15-16=-30,4-7=-10,5-6=-90
Drag:3-23=-6,8-15=-6
Concentrated Loads(Ib)
Vert:28=-500
1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
Job, Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
131915388
98962 A4 ROOF TRUSS 2 4OF4
Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:51 2017 Page 1
I D:kzoknrf2AmUSWw1 sfLrRB1 zourb-oxadvnpHl_YLZMg?JdHIVcLllawnRjrO?xwZGuy94Xw
25-11-0
2-11-13 1 8-5-8 110-11-13 I 16-11-3 1 19-5-8 I 23-0-0 1 25-8-8 1127-4-0I
2-11-13 5-5-11 2-6-5 5-11-7 2-6-5 3-6-8 2-8-8 0-2-8
\\ 1-5-0 Scale=1:72.0
6x8// 66x5
1/2"X 12"NOTCH AT JOINT 25 5
SEE SHEET I OF 4 F0-REPAIR DETAIL 3x6 =
`i �, 3x6=
4
7
14.00 12 2x6 28 26 ' 29 2x6 11
3 4x6 II 830
10x10 \\
I
9
d , 31 d
`.1.1 N
6x8 = 6x8 MT18HS =
6x6 = 32
111-0-0
_ wa: 1‘111:7141111111 141111M11111 411111111
10
. INIII :gm=emeg;
;_... A1.ria.:;:t= ilk-a=rttttttttrr.�.1-a:--
•
25 24 23 21 19 16 3x4 = 13 12 11
2.5x4 II 6x10 = 3x8 3x4 = 3x4 = 3x4= 4x8= 2x6 II
3x4= 3x4 =
1 2-11-13 8-5-8 10-7-4 1 12-11-8 114-11-8 17-3-12 19-5-8 1 23-0-0 1 25-11-0 1
2-11-13 5-5-11 2-1-12 2-4-4 2-0-0 2-4-4 2-1-12 3-6-8 2-11-0
Plate Offsets(X,Y)— [1:0-1-8,0-2-8],[5:0-2-11,Edge],[6:0-2-11,Edge],[10:Edge,0-2-4],[11:0-3-4,0-1-0],[12:0-1-12,0-2-0],[14:0-5-8,Edge],[22:0-5-8,0-1-12],[24:0-4-12
,0-2-121,[25:Edge,0-1-41,126:0-3-0,0-1-12]
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.13 19-23 >999 240 MT20 197/144
TCDL 10.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.28 19-23 >999 180 MT18HS 197/144
BCLL 0.0 * Rep Stress Incr NO WB 0.68 Horz(TL) 0.06 11 n/a n/a
BCDL 10.0 Code MNSRC2015ITPI2007 Matrix-MP Attic -0.04 14-22 3427 360 Weight:404 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x8 SP 2400F 2.0E*Except TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins,
1-2:2x6 SPF 1650F 1.5E,9-10,5-6:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2,5-6.
BOT CHORD 2x4 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
11-21:2x4 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s):1,18,20,17,15,26
WEBS 2x3 SPF No.2*Except*
1-24:2x4 SPF 1650F 1.5E,3-23,8-13:2x4 SPF No.2
4-7:2x6 SPF 1650F 1.5E
REACTIONS. (lb/size) 25=4669/0-5-0,11=5326/0-5-8
Max Horz 25=103(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-25=-4625/0,1-2=-6186/0,2-3=-5755/0,3-4=-3571/0,4-5=-538/75,6-7=-580/78,
7-8=-3822/0,8-9=-5625/0,9-10=-5411/0,10-11=-5303/0,5-6=-893/107
BOT CHORD 23-24=0/4222,19-23=0/4030,16-19=0/3728,13-16=0/3010,12-13=0/2477,
20-22=-1051/0,18-20=-547/0,17-18=-547/0,15-17=-547/0,14-15=0/1118
WEBS 1-24=0/7628,2-24=-4938/0,3-22=0/1224,13-14=0/511,8-14=0/1714,20-23=-62/451,
19-20=-525/12,16-17=-323/0,15-16=0/901,13-15=-951/0,22-24=0/1943,2-22=-2793/0,
12-14=0/1441,9-14=-610/7,4-26=-3886/0,7-26=-3649/0,5-26=0/1702,6-26=0/1384,
9-12=-1776/0,10-12=0/3519
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x3-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc,
2x4-1 row at 0-7-0 oc. I Hereby certify that this plan,speci- '
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. fication,or report was prepared by
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x3-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. me or under my direct supervision
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to and that I am a duly Licensed Pro-
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. fessional E tin-•r u der t laws
3)Unbalanced roof live loads have been considered for this design. of the St- o in o .
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)V(IRC2012)=91mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding. JOHN L.GALINSKI
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. DATE REG.NO.42580
9)Ceiling dead load(5.0 psf)on member(s).2-3,3-4,7-8,4-26,7-26; Wall dead load(3.0psf)on member(s).3-22,8-14
10) Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.20-22,18-20,17-18,15-17, December 15,2017
Snntittlx4c5nn vane 9
1
—QWARm11--
A WARNI
N/NG-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017
v
Job
• • Truss Truss Type Qty Ply HENDEL CONSTRUCTION LLC LMB
• 131915388
98962 A4 ROOF TRUSS 2 n
L Job Reference(optional)
Scherer Brothers Truss Division, Albertville,MN 55301 8.030 s Aug 11 2017 MiTek Industries,Inc. Thu Dec 14 10:12:52 2017 Page 2
ID:kzoknrf2AmUSWwlsfLrRBlzourb-G78077gv3IgCBWFBsKo_2puwV GOAA59Ebf6oKy94Xv
NOTES-
11) Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-27=-45,4-28=-50,4-5=-45,6-7=-45,7-29=-50,11-25=-10,14-22=-15,4-7=-300(F=-295),5-6=-45
Drag:3-22=-3,8-14=-3
Concentrated Loads(Ib)
Vert:29=-780 30=-780 31=-975 32=-292
Trapezoidal Loads(plf)
Vert:27=-461-to-2=-445,2=-450-to-28=-370,29=-50-to-8=-62,8=-57-to-10=-141
t
aL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTPII Quality Criteria,DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017