HomeMy WebLinkAbout240 MASKEL RD Electric # APPLICATION FOR BUILDING PERMIT
Plumbing# 240 Maskel Road Date: /,,4 7—C 7Z
HVAC #
Sprinkler# 7 313 3-1___
FINAL �'ROV - -- - --— ---- -- 1 Estimated Cost
Buildin 1 Permit Fee
Engineering COMPLETE RED BOXED AREAS Occupancy Fee 'i
TYPE OR PRINT ONLY Eng. Insp. Fee $
Affidavit SIGN ON REVERSE SIDE
Appr. for C Total Fee $
TO THE BUILDING DEPARTMENT,TOWN OF SOUTH WINDSOR, CT (Additional Cost) $
The undersigned hereby applies to do work according to the following:
Applicant /J u ,--Cocation of Work Z 4 0 Yh t�-Y - Lot No._�_
Applicant's Address 4C6 QAw,pc.\ "loll - UNT 3—Fr- Tel.# U at-Fs-7as"S" _
Town S. W, ,a-,32& Zip Gbo 74 Lic.#
Owner nr A«2_ _Architect
Owner's Address - r-P 45- 44� Architect's Address
Zip Zip—.
Sq. Ft. New Area: 1st FI. ro F 2nd FI. /n_ 3rd Fl, 1/ Total New Area o? 6--M .S
Purpose of this permit H�✓�1 L�
City Wate�< Well❑ Septic System❑ Sewe
Ins: HO SP Cert. V Area,�061- Basement / aZ Garage
Approved by Date L2 _ —&zz Use Group onstruction Type
Revised 6102
l��
I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of
South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this
permit is asked,and agree that this building is to be located the proper distan a from all street lines,side yard lines,and required
distances from all other zones and is located in his burin a, i -aAQZ ..
Signed
1 hereby apply for a Certificate of Occ y for the work des ib in is application for the permit.
Signed
DO NOT WRITE BELOW THIS LINE
INSPECTION COMMENTS
\� SITE COMPLIANCE CHECKLIST
TOWN OF SOUTH WINDSOR,CONNECTICUT
***** FOR C OF O*****
ADDRESS 9 7 Q 1AIS K�C �V` LOT/UNIT# 6 Reviewed b NJC►y (Engineering)
CONTACT/DEV M 0 00-6 0 0 Date Reviewed f1l5w AppA/Denied '
PH# �D 6� �L�/ Reviewed by (Planning)
Date Submitted 6
Date Reviewed Denied
As required in the Zoning and/or Subdivision Regulations,no Certificate of Occupancy shall be issued until grading
plans have been complied with and approved by the Town Engineer. The minimum requirements shall include:
Approved Denied N/A
1. Approved building permit plan
2. Finish grading per approved
/ building permit plan
/ ✓ 3. Site work;i.e.trees,shrubs,
dumpsters,required parking
—� 4. Utility location;
a. sanitary sewer/septic systems
✓ �� b. foundation drain
_ C. electrical&telephone
—� d. water
—� e. 06%" GAS
—Vol' S. Sewer connection charge paid
6. Appropriate certification
aj, 7. Bonding
8. Planning&Zoning/
Inland Wetlands Considerations
r a. Lighting
b. Signage
Freestanding Wall
C. Fee in lieu of Open Space
COMMENTS: ev►" o orr�F� t t^ '�- Ft
Ind r/
s/engineering/molloy/site compliance checklist
it
Electric # 240 maskel)po�6ICATION FOR BUILDING PERMIT
Plumbing#
HVAC# 900230 Date: % r - C
Sprinkler#
FINAL APPROVALS Estimated Cost $ _
Permit Fee $
Building _ COMPLETE RED BOXED AREAS Occupancy Fee $ L"
Engineering TYPE OR PRINT ONLY Eng. Insp. Fee $
Affidavit I Appr.forCO. ���C '(I► SIGN ON REVERSE SIDE 4 Total Fe 't $
i
TO THE BUILDING DEPARTMENT, TOWN OF SOUTH WINDSOR, CT (Additional Cost) $
The undersigned hereby applies to do work according to the following:
Applicant Q/ Location of Work A Lot No.
Applicant's Address SGf Mk Tel #
Town Sb W 1 gd$rY zip )7 Lic.# _
Owner Sums Architect
Owner's Address Architect's Address
Zip Zip
Sq. Ft. New Area: 1 st A. 2nd Ft. 3rd FI. Total New Area
Purpose of this permit
f
if y
City WatqeAl Well J Septic System J Sewer J
Ins: HO SP Cert. Area Basement Garage
Approved by Date ��'�- d f Use Group<gj — Construction Type
Revised 1108
I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of
South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for wAich this
permit is asked,and agree that this building is to be located the proper distance from all street lines,side yard lines,and required
distances from all other zones and is located in w this building and its use is allowed.
Signed�l
I hereby apply for a Certificate of Occupancy for the work described in this application for the permit.
Signed
�l
DO NOT WRITE BELOW THIS LINE
INSPECTION COMMENTS
INSPECTION FIELD SHEET 12/13/10
Printed by Peart, Dayshell 11 06 30
INSPECTION: 23985 FOOTING PERMIT:
STATUS
APPLICATION: 200900646
LOCATION: , 240 MASKEL ROAD
PROPERTY ID: 57900240 ,
OWNER: MANNARINO BUILDERS INC
CONTRACTOR:
REQUEST BY:
DESCRIPTION: FINISH EXISTING BONUS ROOM DRYWALL, INSULATION
WORK ORDER:
INSPECTOR: ROSE RESULT: N/A
REQUESTED: PRIORITY:
SCHEDULED: COMPLETED 10/07/09
UNPAID FEES 00 Date Time
TIME TRAVEL ONSITE
COMMENTS
ALL INSPECTIONS:
INSPECTED INSPECTOR RESULT INSP DESCRIPTION
10/07/09 ROSE N/A B002 FOUNDATION
10/07/09 ROSE N/A B003 FRAMING (ROUGH)
06/23/09 FLAN PASS B004 INSULATION
10/07/09 ROSE N/A B005 FIREPLACE / CHIMNEY
10/07/09 ROSE N/A B006 WOOD / GAS STOVE
09/22/09 ROSE PASS BO10 FINAL
10/07/09 ROSE N/A E001 ELECTRIC SERVICE
10/07/09 ROSE N/A E002 ELECTRIC UNDERGROUND
06/17/09 FLAN PASS E003 ELECTRIC ROUGH
06/19/09 FLAN PASS H009 HVAC OTHER
10/07/09 ROSE N/A P001 WATER HEATER REPLACEMENT
10/07/09 ROSE N/A P002 PLUMBING UNDERGROUND
10/07/09 ROSE N/A P003 PLUMBING ROUGH
10/07/09 ROSE N/A P004 PLUMBING GAS TEST
I
6 APPLICATION FOR BUILDING PERMIT
Electric,# 240 Maskel Road
Plumbing# 800362 Date: I U
HVAC #
Sprinkler#
FINAL P OV -- _ _ --_ — ---_ _--i Estimated Cost $
Building. 1 COMPLETE RED BOXED AREAS Occuj Permit Fee $
Enginee " TYPE OR PRINT ONLY I Eng.Ins . Fee ancy e $ lD
Affidavit
for CO or �,ti� ! SIGN ON REVERSE SIDE Total Fep•
lj�-' � $-- -
TO THE BUILDING DEPARTM T,TOWN OF SOUTH WINDSOR, CT (Additional Cost) $
The undersigned hereby applies to do work according to the following:
Applicant bey -+-00/linll elation of Work 9_2V0 Lot No.
Applicant's Address O4b /t*Wke/ Rd Tel.# ?&0 6 Yf JJ61
Town �SU W;G Zip 10607V Lic.#
Owner SQ M f Architect
Owners Address_E-gn22 Architect's Address
Zip Zip
Sq. Ft. New Area: 1 st FI. 2nd FI. 3rd FI. Total New Area
Purpose of this permit�ri i,s}ZC
City Wate Well❑ Septic Systemo Sew-b-
Ins: HO SP Cert. ea Basemen ✓ Garage
Approved by _Date Use GrouR Construction Type
evised M2
I hereby agree to conform to all the requirements of the Laws of the State of Connecticut and the Ordinances of the Town of
South Windsor and to notify the Building Inspector of any alteration in the plans or specifications of the Building for which this
permit is asked,and agree that this building is to be located the proper distance from all street lines,side yard lines,and required
distances from all other zones and is located in which this building and its use is allowed.
Signed, <-� ��
I hereby apply for a Certificate of Occupancy for the work
described in this application for the permit.
Signed
DO NOT WRITE BELOW THIS LINE
INSPECTION COMMENTS
I
12/12/2008 13:44 TOWN OF SOUTH WINDSOR PG
dayshelllpeart (INSPECTION ENTRY piinsr
Location Type Dept Scheduled Performed By Result
------------------------------------------- ------------------------------ ----- ---------- ---------- ---- ----------------------------
240 MASKEL ROAD FOOTING 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD FOUNDATION 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD FRAMING (ROUGH) 1440 09/02/2008 09/02/2008 FLAN PASS
240 MASKEL ROAD INSULATION 1440 09/24/2008 FLAN PASS
240 MASKEL ROAD FIREPLACE / CHIMNEY 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD WOOD / GAS STOVE 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD FINAL 1440 12/12/2008 12/12/2008 FLAN PASS
240 MASKEL ROAD ELECTRIC SERVICE 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD ELECTRIC UNDERGROUND 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD ELECTRIC ROUGH 1440 09/02/2008 09/02/2008 FLAN PASS
240 MASKEL ROAD WATER HEATER REPLACEMENT 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD PLUMBING UNDERGROUND 1440 12/12/2008 ROSE N/A
240 MASKEL ROAD PLUMBING ROUGH 1440 09/02/2008 09/02/2008 FLAN PASS
240 MASKEL ROAD PLUMBING GAS TEST 1440 12/12/2008 ROSE N/A
** END OF REPORT - Generated by Peart, Dayshell **
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
M
07120356 MBC1 GABLE 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek ustRs Jtic D 10 :29 2007 Page 1
1-0-2 19-8-2 �C lei 20-8-3
1-0-2 18-8-0 U-MARTTYM
1-0-2
Scale=1:34.
/ South Windsor
( 2 BUILDING DEPARTMENT
• 3x4=
0.00 12 3x4=
3 4 5 9
571 8
21T 110111
'a
3x4= 3x6 I I 3x6 II 3x6 II 3x6 II 3x6 II 3x4—
20-8-3
20-8-3
Plate Offsets X Y 3:0-2-0 0-1-13, 9:0-2-0 0-1-13, 12:0-2-3 0-1-8, 13:0-2-3 0-1-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix)) Weight:471b
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(10-0-0 max.):3-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=24/20-8-3,11=24/20-8-3,2=24/20-8-3, 10=24/20-8-3,14=299/20-8-3,15=314/20-8-3,16=259/20-8-3,13=314/20-8-3,
12=259120-8-3
Max Horz 1=16(LC 4)
Max Uplift;17(LC 4),11=7(LC 4),2=13(LC 12),10=-13(LC 11), 14=94(LC 5), 15=99(LC 4),16=82(LC 5),13=99(LC 4),12=80(LC
Max Grav 1=24(LC 1),11=24(LC 1),2=31(LC 4), 10=24(LC 12), 14=299(LC 1), 15=314(LC 12),16=259(LC 11), 13=314(LC 11),
12=259(LC 12)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=17/26,2-3=-9/12,9-10=-8/12,10-11=-12/7,3-4=-4/9,4-5=-4/9,5-6=-4/9,6-7=-4/9,7-8=-4/9,
8-9=-4/9
BOT CHORD 2-16=7/13,15-16=-7/13,14-15=-7/13,13-14=7/13, 12-13=-7/13,10-12=-7/13
WEBS 6-14=247/120,5-15=-259/126,4-16=214/105,7-13=-259/126,8-12=214/104
NOTES
1)Unbalanced roof live loads have been considered for this design. ~
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2p&T, II;Exp B;enclosed;MWFRS(low-rise) - �---
gable end zone;cantilever left and right exposed;el.ld vertical lift and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 17 lb uplift at joint 1,7
lb uplift at joint 11. 13 lb uplift atjoint 2, 13 lb uplift atjoint 10,94 lb uplift at joint 14,99 lb uplift at joint 15,82 lb
uplift atjoint 16,99 lb uplift atjoint 13 and 80 lb uplift atjoint 12.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
CoR502.1 on andere�ferenced standard ANSI/TPI 1.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC1 GABLE 1 1
Job Reference(optional)
' Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:30 2007 Page 2
NOTES
10)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC2 GABLE 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional)Fri
•� 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:32 2007 Page 1
2-4-2 I 18 4-2 20-8-3 ,
24-2 16-0-0 24-2
Scale=1:34.
5x8=
• 5x8=
2.5x4 II 2.5x4 II 2.5x4 II 7
10.00 12 3 4 5 6
ri
T T T
1
21 Sg
I�
0
3x4= 2.Sx4 I I 2.Sx4 II 2.Sx4 I I 2.5x4 II 2.Sx4 II 3x4—
' 20-8-3
20-8-3
Plate Offsets X,Y 3:0-6-0 0-1-12 :0-6-0,0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.24 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:54 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):3-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=25/20-8-3,9=25/20-&3,2=42/20-8-3,8=42/20-8-3,10=238/20-8-3,11=316/20-8-3,12=298/20-&3,13=316/20-8-3,
14=238/20-8-3
Max Horz 1=41(LC 7)
Max Uplift1=52(LC 6),9=23(LC 7),2=92(LC 4),8=-92(LC 3),10=58(LC 6),11=101(LC 7), 12=93(LC 6),13=101(LC 6),14=-73(LC
7)
Max Grav1=72(LC 4),9=72(LC 3),2=65(LC 6).8=62(LC 4),10=349(LC 4), 11=467(LC 3), 12=437(LC 3), 13=467(LC 4),14=349(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-47/67,2-3=-40/60,7-8=-40/60,&9=-41/17,3-4=26/32,4-5=25/32,5-6=25/32,6-7=26/32
BOT CHORD 2-14=11/25,13-14=11/25,12-13=-11/25,11-12=-11/25,10-11=11/25,&10=11/25
WEBS 7-10=305/81,6-11=-412/129 5-12=384/120 4-13=-412/12 - -
i
8,3 14-305/96
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33. «•m �r,,_�,r
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Luber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snov,:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 1,
23 lb uplift at joint 9,92 lb uplift at joint 2,92 lb uplift at joint 8,58 lb uplift at joint 10,101 lb uplift at joint 11,93 lb
uplift at joint 12, 101 lb uplift at joint 13 and 73 lb uplift at joint 14.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI[TPI 1.
C1�SE ed ne aSeTl NDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
Job Truss Truss Type City Ply Lot#i6 Maskel Road
0712035B MBC2 GABLE 1 1
Job Reference
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:32 2007 Page 2(optional)
NOTES
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC3 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:35 2007 Page 1
, 3-8-2 17-0-2
20-8-3
3-8-2 134-0 3-8-2
Scale=1:34.
3x4=
3x4=
• 4 5 6 7 B
10.00 FT
3 T T T 9
T 1
21 1011
m
0
3x4= 3x4=
' 20-8-3
20-8-3
Plate Offsets X 4:0-2-0,0-1-13 8:0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.28 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 10 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:59lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):4-8.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size) l=3/20-8-3, 11=-3/20-8-3,2=160/20-8-3, 10=160/20-8-3,14=311/20-8-3,15=287/20-8-3,16=170/20-8-3,13=287/20-8-3,
12=170/20-8-3
Max Horz 1=-68(LC 6)
Max Uplifts)-44(LC 6), l l=-3(LC 1),2=56(LC 7), 10=-37(LC 9),14=-102(LC 6),15=88(LC 7),16=-61(LC 8),13=-85(LC 6),12=-58(LC
Max Gravl=52(LC 7),.11=19(LC 9),2=220(LC 3),10=220(LC 4),14=459(LC 3), 15=424(LC 3), 16=260(LC 3), 13=424(LC 4), 12=260(L
4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-85/83,2-3=208/71,3-4=-235/55,8-9=-235/51,9-10=-208/57,10-11=-11/26,4-5=-125/50,
5-6=-125/50,6-7=-125/50,7-8=-125/50
BOT CHORD 2-16=-44/125, 15-16=-44/125, 14-15=-44/125,13-14=-44/125, 12-13=-44/125,10-12=-44/125
WEBS 6-14=-406/128,5-15=-369/116,3-16=-212/82,7-13=-369/113,9-12=212/79
NOTES
1)Unbalanced roof live loads have been considered for this design. -
2)Wind:ASCE 7-02; 11Omph;h=25ft; Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;en-.1 vertical leii and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)'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 1-0-0 wide will fit between the bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift atjoint 1,
3 lb uplift atjoint 11,56 lb uplift at joint 2,37 lb uplift at joint 10, 102 lb uplift atjoint 14,88 lb uplift at joint 15,61 lb
Contur�lift *lol a 1e�85 Ib uplift at joint 13 and 58 Ib uplift at joint 12.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC3 GABLE 1 1
Job Reference(optional)
' Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:35 2007 Page 2
NOTES
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC4 GABLE 1 1
Job Reference(optional)
` Truss Tech.Inc,Monroe,CT 06468.Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:37 2007 Page 1
5-0-2 15-8-2 20 8-3
5-0-2 10-8-0 5-0-2
Scale=1:34.
3x4=
3x4=
4 5 9
7
10.00 12
T T
T
3 1 9
21 1011
I�
0
30
3x4=
' 20-8-3
20-8-3
Plate Offsets X Y 4:0-2-0 0-1-13, 8:0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 1971144
TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:64 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):4-8.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=10/20-8-3,11=10/20-8-3,2=128/20-8-3, 10=128/20-8-3, 14=316/20-8-3,15=257/20-8-3,16=216/20-8-3,13=257/20-8-3,
12=216120-8-3
Max Horz 1=93(LC 6)
Max Upliftl=-52(LC 6),11=-6(LC 3),2=22(LC 8), 10=24(LC 8),14=-107(LC 6),15=88(LC 7), 16=105(LC 8), 13=-81(LC 6),
12=-102(LC 9)
Max Gravl=61(LC 7), 11=26(LC 4),2=128(LC 1),10=128(LC 1),14=469(LC 3),15=412(LC 3),16=344(LC 3), 13=412(LC 4),12=344(L
4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD, 1-2=111/109,2-3=-134/53,3-4=-200/70,8-9=-200/65,9-10=-134/37,10-11=13/11,4-5=-86/76,
5-6=-86/76,6-7=-86/76,7-8=-86/76
BOT CHORD ' 2-16=23/86,15-16=23/86, 14-15=23/86, 13-14=23/86,12-13=-23/86,10-12=23/86
WEBS 6-14=-416/133,5-15=-357/116,3-16=-299/127,7-13=357/108,9-12=299/125
NOTES
1)Unbalanced roof live loads have been considered for this design. -
2)Wind:ASCE 7-02; 11Omph; h=25ft;TCDL=4.2psf;{� __ , sf:�_���_cnc I;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end 7ertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)'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 1-0-0 wide will fit between the bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 1,
6 lb uplift at joint 11,22 lb uplift at joint 2,24 lb uplift atjoint 10,107 lb uplift atjoint 14,88 lb uplift atjoint 15, 105
lb u lift at*oint 16,81 lb uplift atjoint 13 and 102 lb uplift at joint 12.
Contlnu�c�on a e 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC4 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:38 2007 Page 2
NOTES
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
«F
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBCS GABLE 1 1
Job Reference (optional)
+ Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:40 2007 Page 1
6-4-2 14-4-2
20-8-3
6-4-2 8-0-0 6-4-2
Scale=1:34.
5x6 ii 5x8
2.5x4 6
4 5
10.00 12
T
2.5x4 II T 1
2.50 II
3 7
21 69
I�
0
3x4— 2.5x4 11 2.5x4 11 3x4=
2.Sx4 II 2.5x4 II 2.Sx4 II
20-8-3
20-8-3
Plate Offsets X 4:0-5-6,0-2-6, 6:0-5-6 0-2-6
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.25 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:69 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-M oc purlins(6-0-0 max.):4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=27/20-8-3,9=27/20-8-3,2=61/20-8-3,8=61/20-8-3, 12=414/20-8-3, 13=360/20-8-3,14=254/20-8-3,11=360/20-8-3,
10=254/20-8-3
Max Horz 1=-118(LC 6)
Max Upliftl 68(LC 6).9=15(LC 9),2=14(LC 7),8=36(LC 7),12=-107(LC 7),13=78(LC 7),14=-147(LC 8),11=-47(LC 6),10=146(LC
Max Grav1=76(LC 7),9=41(LC 4),2=83(LC 4),8=83(LC 3), 12=582(LC 3),13=493(LC 3),14=377(LC 3), 11=493(LC 4), 10=377(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-140/139,2-3=102/100,3-4=188/86,6-7=188/67,7-8=80/50,8-9=21/12,4-5=53/97,
,5-6=-53/97
BOT CHORD 2-14=-32/60,14-15=32/60, 13-15=32160,12-13=32/60, 11-12=-32/60, 11-16=32/60,10-16=32/60
',8-10=-32/60
WEBS 5-12=-414/133,4-13=356/105,3-14=-336/171,6-11=-356/74,7-10=-336/170
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;If�_��f_{;_ Exp B;enclosed;MWFRS(low-rise) _
gable end zone;cantilever left and right exposed;end v;,rtical left a.id right exposed, Lumber 60L=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 1,
15 lb uplift at joint 9, 14 lb uplift at joint 2,36 lb uplift at joint 8, 107 lb uplift at joint 12,78 lb uplift at joint 13,147 lb
uplift at joint 14,47 lb uplift at joint 11 and 146 lb uplift at joint 10.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 07120356 MBCS GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:40 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC6 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:43 2007 Page 1
•
7-8-2 13-0-2 20-8-3 ,
7-8-2 5-4-0 7-8-2
Scale=1:34.
3x4=
3x4=
7
5 6
4 6
10.00 12
T T T 1
3 9
21 1011
Uj Li
tt
0
3x4= 3x4=
- 20-8-3
i
20-8-3
Plate Offsets X Y 5:0-2-0 0-1-13 :0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.25 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 cc purlins(6-0-0 max.):5-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=33/20-8-3,11=33/20-8-3,2=67/20-8-3,10=67/20-8-3, 14=374/20-8-3,15=357/20-8-3,16=264/20-8-3,13=357/20-8-3,
12=264/20-8-3
Max Horz1=145(LC 6)
Max Uplift1=93(LC 6),11=16(LC 9),2=24(LC 7),10=-45(LC 7),14=72(LC 7),15=115(LC 8),16=152(LC 8), 13=111(LC 9).
12=152(LC 9)
Max Grav1=91(LC 7), 11=50(LC 4),2=110(LC 9),10=118(LC 9), 14=490(LC 3), 15=477(LC 3),16=391(LC 3), 13=477(LC 4),12=391(L
4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 9-2=170/175,2-3=-179/99,3-4=267/89,4-5=-234/67,7-8=-234/68,8-9=267/66,9-1 0=-1 70177,
10-11=-26/12,5-6=-108/56,6-7=108156
BOT CHORD 2-16=55/141, 16-17=-55/141,15-17=55/141,14-15=55/141,13-14=55/141,13-18=-55/141,
12-18=-55/141,10-12=55/141
WEBS 6-14=322198,4-15=-339/143,3-16=-352/176,8-13=-339/139,9-12=-352/176
NOTES
1)Unbalanced roof live loads have been considered for`„"'��--
2)Wind:ASCE 7-02; 11 Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise',
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)`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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC6 GABLE 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06 668,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:43 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift atjoint 1, 16 lb uplift at joint 11,24 lb uplift at
joint 2,45 lb uplift atjoint 10,72 lb uplift at joint 14,115 lb uplift atjoint 15, 152 lb uplift atjoint 16,111 lb uplift at joint 13 and 152 lb uplift at joint 12.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
I
Job Truss TGABLE
Type Qty Ply Lot#6 Maskel Road
0712035E MBC7 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:46 2007 Page 1
8-4-2 12-4-2 20-8-3 ,
8-4-2 4-0-0 8-4-2
Scale=1:36.
3x4=
3x4=
7
5 6
' 4 B
10.00 12
T 1 d
T
3 9
21 1011
m
t�
0
3x4=
30=
20-8-3
20-8-3
Plate Offsets X, 5:0-2-0 0-1-13, 7:0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:72lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud`Except' 2-0-0 oc purlins(6-0-0 max.):5-7.
ST3 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=33/20-8-3,11=33/20-8-3,2=77/20-8-3,10=77/20-8-3,14=338/20-8-3,15=366/20-8-3,
16=263/20-8-3,13=366/20-8-3,12=263/20-8-3
Max Horz 1=158(LC 6)
Max Upliftl=-103(LC 6), ll=-15(LC 9),2=-21(LC 7),10=-38(LC 7), 14=-50(LC 7),15=-130(LC 8),
16=149(LC 8),13=128(LC 9),12=150(LC 9)
Max Gravl=102(LC 7),11=47(LC 4),2=108(LC 9),10=115(LC 9),14=428(LC 3),15=507(LC 3),
16=385(LC 3), 13=507(LC 4),12=385(LC 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-187/191,2-3=178193,3-4=-256/86,4-5=242/73,7-8=242/71,8-9=256/62,9-10=169/70,
10-11=-25/12,5-6=-101/69,6-7=101/69
BOT CHORD 2-16=-51/140, 16-17=-51/140,15-17=51/140,14-15=51/140,13-14=51/140,13-18=-51/140,
12-18=-51/140, 10-12=-51/140
WEBS 6-14=-260/76,4-15=-370/158,3-16=-345/173,8-13=-370/155,9-12=-345/173
NOTES 1)Unbalanced Unbalanced roof live loads have been considered for this Cesig
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)'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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 07120356 MBC7 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:46 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift atjoint 1,15 lb uplift at joint 11,21 lb uplift
at joint 2,38 lb uplift atjoint 10,50 lb uplift at joint 14,130 lb uplift at joint 15,149 lb uplift atjoint 16, 128 lb uplift at joint 13 and 150 lb uplift at joint
12.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBC8 GABLE 1 1
Job Reference(optional)
r Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:48 2007 Page 1
9-6-2 11-2-2 20-8-3
9-6-2 1-" 9-6-2
4x6 ii Scale=1:39.
4x6 Q
7
5 6
10.00 12 4 6
T 3 m
o
T
3 9
21 13 Li 10
R
I�
0
3x4= 3x4 Q
I 20-8-3
20-8-3
Plate Offsets X,Y 5:0-2-4 Ed e, 7:Ed a 0-2-11
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.33 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 10 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:74 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud`Except' 2-0-0 oc purlins(6-0-0 max.):5-7.
ST3 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=30/20-8-3, 10=89/20-8-3,2=84/20-8-3, 13=300/20-8-3,14=388/20-8-3,15=257/20-8-3,
12=388/20-8-3,11=256/20-8-3
Max Horz 1=179(LC 7)
Max Upliftl=-116(LC 6), 10=32(LC 7),2=-20(LC 7), 13=-4(LC 7), 14=157(LC 8),15=142(LC 8),
12=156(LC 9),11=137(LC 9)
Max Gravl=120(LC 7), 10=103(LC 4),2=101(LC 3),13=334(LC 4),14=553(LC 3), 15=370(LC 3),
12=553(LC 4), 11=369(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=215/213,2-3=-1611108,3-4=-220/103,4-5=236/131,7-8=236/122,8-9=-220/59,9-10=131/64
,6-6=-78/124,6-7=-78/124
BOT CHORD 2-15=-47/107,15-16=-47/107, 14-16=-47/107,13-14=-47/107, 12-13=-47/107,12-17=47/107,
11-17=-47/107, 10-11=-47/107
WEBS 6-13=-166/31,4-14=-416/184,3-15=330/165,8-12=4161183,9-11=-330/162
NOTES
1)Unbalanced roof live loads have been considered for this cesiSr,.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr--40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)"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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss TGrABLE
Type Qty Ply Lot#6 Maskel Road
07120356 MBCB 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:48 2007 Page 2
r
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 1,32 lb uplift at joint 10,20 lb uplift
at joint 2,4 lb uplift at joint 13,157 lb uplift at joint 14,142 lb uplift at joint 15, 156 lb uplift at joint 12 and 137 lb uplift at joint 11.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
i
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC9 GABLE 5 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:51 2007 Page 1
10-4-2 20-8-3
10-4-2 10-4-2
4x6= Scale=1:42.
5
10.00 12
4 6
T
T 1
T
3 7
21
t�
0
3x4=
3x4=
20-8-3
20-8-3
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.25 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:75 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 pudins.
OTHERS 2 X 4 SPF Stud'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
ST3 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-12
REACTIONS (lb/size) 1=27/20-8-3,9=27/20-8-3,2=58/20-8-3,8=58/20-8-3,12=345/20-8-3, 13=396/20-8-3, 14=254/20-8-3,11=396/20-8-3,
10=254/20-8-3
Max Horz 1=195(LC 6)
Max Uplift1=130(LC 6),9=-9(LC 9),2=15(LC 7),8=27(LC 7),13=-167(LC 8),14=138(LC 8).11=167(LC 9),10=-137(LC 9)
Max Grav 1=132(LC 7),9=35(LC 4),2=82(LC 9),8=87(LC 9),12=345(LC 1),13=566(LC 3),14=366(LC 3),11=566(LC 4),10=366(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=235/238,2-3=-188/117.3-4=163/111,4-5=1861140,5-6=186/124,6-7=-163/88.7-8=138/58,
8-9=18/8
BOT CHORD 2-14=-42/120, 14-15=-42/120, 13-15=-42/120,12-13=-42/120,11-12=-42/120, 11-16=-42/120,
10116=-42/120,8-10=-42/120
WEBS 5-12=177/5,4-13=-428/194,3-14=325/161,6-11=-428/194,7-10=325/160
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed end rP d right exposed; Lumber DOL=1.33 plate grip
DOL=1.33. _ _
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof sncw.
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)All plates are 2.5x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift atjoint 1,
9 lb uplift atjoint 9,15 lb uplift atjoint 2,27 lb uplift at joint 8, 167 lb uplift atjoint 13,138 lb uplift at joint 14, 167 lb
uplift at joint 11 and 137 lb uplift atjoint 10.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
dd?I db jQ1NDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC9 GABLE 5 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:51 2007 Page 2
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC10 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:54 2007 Page 1
1 10-0-10 1p-7i9 20-8-3 ,
10-0-10 0-7-0 10-0-10
4x6= Scale=1:42.
4x6
567
10.00 12
4 6
T 1 9
co
T
3 9
21 1011
I�
0
30-
3x4=
20-8-3
20-8-3
Plate Offsets X Y 5:0-4-4,0-2-0, :Ed a 0-2-11
LOADING (psf) SPACING 1-4-0 7BC0.12
DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 Weight:75 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 2-0-0 oc purlins(6-0-0 max.):5-7.
ST3 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=28/20-8-3, 11=28/20-8-3,2=63/20-8-3,10=63/20-8-3,14=336/20-8-3,15=394/20-8-3,
16=255/20-8-3, 13=394/20-8-3,12=255/20-8-3
Max Horz 1=190(LC 6)
Max Upliftl=-1 27(LC 6), 11=-10(LC 9),2=-17(LC 7),10=-28(LC 7), 15=166(LC 8),16=138(LC 8),
13=-166(LC 9), 12=-137(LC 9)
Max Grav1=128(LC 7), 11=36(LC 4),2=80(LC 9). 10=84(LC 9), 14=336(LC 1),15=564(LC 3).
16=367(LC 3),13=564(LC 4), 12=367(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=229/232,2-3=179/117,3-4=-177/111,4-5=-199/142,7-8=-199/128,8-9=-177/75,9-10=133/60
, 10-11=-18/8,5-6=-49/137,6-7=-49/137
BOT CHORD 2-16=-44/116,16-17=-44/116, 15-17=-44/116,14-15=-44/116,13-14=-44/116,13-18=-44/116,
12-18=-44/116, 10-12=-44/116
WEBS 6-14=-168/14,4-15=-426/194,3-16=-326/161,8-13=-426/193,9-12=-326/161
NOTES
1)Unbalanced roof live loads have been considered for this desl `
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone,cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)'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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss FGABLE
ype Qty Ply Lot#6 Maskel Road
07120356 MBC10 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:54 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 lb uplift at joint 1, 10 lb uplift at joint 11, 17 lb uplift
at joint 2,28 lb uplift at joint 10,166 lb uplift at joint 15,138lb uplift at joint 16,166lb uplift at joint 13 and 137 lb uplift at joint 12.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC11 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:57 2007 Page 1
9-4-1 9 11 11-11-9 20-8-3
9-4-1 0-7-8 2-M 8-8-9
4x6= Scale=1:42.
4 3x4 3x4=
5
6
2.5x4 II
7
' 10.00 12 2.5x4 II
3
T
4 2.5x4 11
8
T
21
9 10
4
0
3x6-
3x4=
2.5x4 II 2.5x4 II 2.5x4 11 3x4- 2.5x4 II
20-8-3
20-8-3
Plate Offsets X,Y 6:0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:73 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 2-0-0 oc purlins(6-0-0 max.):5-6.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=300/20-8-3,10=37/20-8-3,2=548/20-8-3, 14=343/20-8-3, 15=395120-8-3,13=385/20-8-3
,11=290/20-8-3,9=188/20-8-3
Max Horz 1=176(LC 6)
Max Upliftl=-436(LC 3),10=62(LC 4),2=196(LC 8), 14=26(LC 7),15=187(LC 8),13=-103(LC 9),
11=157(LC 9),9=-12(LC 7)
Max Grav 1=221(LC 7), 10=23(LC 9),2=746(LC 3),14=350(LC 3),15=575(LC 3),13=540(LC 4).
11=414(LC 4),9=285(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-272/279,2-3=-170/130,3-4=-163/93,4-5=-7/68,5-6=-75/85,6-7=217/95,7-8=-219/61,
8'9=-168/72,9-10=-13/61
BOT CHORD 2-15=53/134, 14-15=-53/134,13-14=-53/134, 13-16=-53/134,12-16=-53/134,11-12=53/134,
9-11=53/134
WEBS 4-14=-186/52,3-15=456/214,7-13=-386/130,8-11=-350/179
NOTES
1)Unbalanced roof live loads have been considered for this cesign.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC11 VALLEY 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:03:57 2007 Page 2
NOTES
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 lb uplift at joint 1,62 lb uplift at joint 10, 196 lb uplift
at joint 2,26 lb uplift at joint 14,187 lb uplift at joint 15, 103 lb uplift at joint 13,157 lb uplift at joint 11 and 12 lb uplift at joint 9.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
J
I I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC12 VALLEY 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:03 2007 Page 1
9-4-1 11-3-9 , 13-3-9 20-8-3
9-4-1 1-11-8 2-M 7-4-9
4x6= Scale=1:42.
4
3x4= 5x6\1
5
6
' 10.00 12 2.5x4 II
3
T
SU 2.5x4 II q
T 4 7
T
21 63
0
3x6— 3x4=
2.5x4 II 2.5x4 II 2.5A 11 3x4- 2.5x4 11
20.8-3
20-8-3
Plate Offsets X,Y 6:0-4-10 0-1-10
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.46 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:73 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 24)-0 oc purlins(6-0-0 max.):5-6.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=299/20-8-3,9=39/20-8-3,2=491/20-8-3,13=419/20-8-3,14=397/20-8-3,12=421/20-8-3,
10=288/20-8-3,8=134/20-8-3
Max Horz 1=-176(LC 6)
Max Upliftl=-439(LC 3),9=63(LC 4),2=200(LC 8),13=34(LC 7), 14=182(LC 8), 12=123(LC 9),
10=146(LC 9)
Max Grav1=222(LC 8),9=30(LC 9),2=775(LC 3),13=452(LC 4),14=571(LC 3), 12=61O(LC 4),
10=416(LC 4).8=160(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=269/281,2-3=210/112,3-4=201/109,4-5=37/179,5-6=-46/69,6-7=72/227,7-8=-159/199,
8=9=-17162
BOT CHORD 2-14=69/155, 13-14=69/155,12-13=69/155,12-15=73/156, 11-15=-73/156, 10-11=73/156,
8-10=-73/156 '
WEBS 4-13=-286/61,3-14=-452/208,6-12=-457/151,7-10=352/168
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live toad:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)The Fabrication Tolerance at joint 6=12%
8)Gable requires continuous bottom chord bearing.
9)•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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
0712035B MBC12 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:03 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 439 lb uplift atjoint 1,63 lb uplift at joint 9,200 lb uplift
at joint 2,34 lb uplift atjoint 13,182 lb uplift atjoint 14,123 lb uplift atjoint 12 and 146 lb uplift atjoint 10.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
I I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC13 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:05 2007 Page 1
9-4-1 12-7-9 14-7-9 , 20-8-3
9-4-1 3-3-8 2-0-0 6-0-9
4x6= Scale=1:42.
4
2.5x4 II
• 3x4= 3x4=
10.00 12 2.5x411 5 6 7
3
T
2.5x4
e 4
4 _
v
T
21 9 10
4
0
3x6 3x4=
2.5x4 II 2.5x4 II 2.5x4 II 3x4- 2.50 11
- 20-8-3
20-8-3
Plate Offsets X Y :0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:72 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 2-0-0 oc purlins(6-0-0 max.):5-7.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=-302/20-8-3,10=-52/20-8-3,2=533/20-8-3,14=359/20-8-3,15=392/20-8-3,13=421/20-8-3
,11=266/20-8-3,9=194/20-8-3
Max Horz 1=176(LC 6)
Max Upliftl=-437(LC 3), 10=79(LC 4),2=-208(LC 8), 15=182(LC 8),13=133(LC 9), 11=125(LC 9).
9=-5(LC 8)
Max Grav1=222(LC 8), 10=42(LC 9),2=761(LC 3),14=359(LC 1). 15=573(LC 3),13=591(LC 4),
11=388(LC 4),9=267(LC 4)
FORCES (lb)-,Maximum Compression/Maximum Tension
TOP CHORD 1-2=269/280,2-3=191/109,3-4=-183/101,4-5=124/82,5-6=32/30,6-7=-32/30,7-8=-142/35,
'8-9=115/67.9-1 O=24/71
BOT CHORD 2-15=-36/125,14-15=-36/125, 13-14=36/125,13-16=-36/125, 12-16=36/125,11-12=-36/125,
9-11=-36/125
WEBS 4-14=-194/14.3-15=-455/208,6-13=-437/160,8-11=-323/147
NOTES
1)Unbalanced roof live loads have been considered for tt:is design r,.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC13 VALLEY 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier o tional
7.020 s Nov 9 2007 MiTek Job Reference Industries,Inc. Fri Dec 21 10:04:05 2007 Page 2
NOTES
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 437 lb uplift at joint 1,79 lb uplift at joint 10,208 lb uplift
at joint 2,182 lb uplift at joint 15,133 lb uplift at joint 13,125lb uplift at joint 11 and 5lb uplift at joint 9.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
ems.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MSC14 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:07 2007 Page 1
9-4-1 13-11-9 15-11-9 20-8-3
9-4-1 4-7-8 2-M 4-8-9
4x6= Scale=1:42.
4
10 00 12 2.Sx4 11 2.5x4 11
30=
3 7 2 5 30=
T 6 7
2.5x4 II
T T 8
4
m
1
2 9 10
FFF OP
3x6= 3x4
2.5x4 11 2.5x4 II 2.5x4 11 3x4= 2.5x4 II
20-8-3
20-8-3
Plate Offsets X Y :0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud'Except' 2-0-0 oc purlins(6-0-0 max.):6-7.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=-302/20-8-3,10=71/20-8-3,2=559/20-8-3,14=311/20-8-3,15=391/20-8-3, 13=394/20-8-3
,11=223120-8-3,9=248/20-8-3
Max Horz 1=176(LC 6)
Max Upl ift 1=-437(LC 3), 10=104(LC 4),2=-228(LC 8),15=-182(LC 8), 13=149(LC 9),11=103(LC 9),
9=-41(LC 9)
Max Grav1=222(LC 8). 10=50(LC 9),2=757(LC 3),14=329(LC 3),15=574(LC 3),13=570(LC 4),
11=332(LC 4),9=352(LC 4)
FORCES (lb)-,Maximum Compression/Maximum Tension
TOP CHORD 1-2=-267/280,2-3=185/130,3-4=179/145,4-5=241/126,5-6=-22/47,6-7=-79/32,7-8=-198/51,
'8-9=-184/49,9-10=-29/86
BOT CHORD 2-15=-42/91,14-15=42/91,13-14=-42/91, 12-13=-42/91, 11-12=-42/91,9-11=-42/91
WEBS 4-14=159/0,3-15=-457/208,5-13=-463/177,8-11=289/125
NOTES
1)Unbalanced roof live loads have been considered for, !-_ ��
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=S.0psf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 437 lb uplift at joint 1,
104 lb uplift at joint 10,228 lb uplift atjoint 2,182 lb uplift at joint 15, 149 lb uplift at joint 13, 103 lb uplift at joint 11
and 41 lb u lift at joint 9.
Continued on a e Z
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC14 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:08 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
ems.
I
Job Truss FTrusLsEType Qty JPI Lot#6 Maskel Road
0712035B MBC15 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:10 2007 Page 1
9-4-1 15-3-9 17-3-9 20-8-3 ,
9-4-1 5-11-8 2-0-0 3-4-9
4x6= Scale=1:42.
4
2.5x4 11
10.00 12 2.5x4 II
3 5
T
3x4= 5x6=
6
7
T
4
m
(V
21 83
m
7�
O
3X6 3x4_
2.5x4 II 2.5x4 II 2.5x4 11 3x4= 2.5x4 II
20-8-3
20-8-3
Plate Offsets X,Y 7:0-6-4 0-2-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:71 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 2-M oc purlins(6-0-0 max.):6-7.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=-302/20-8-3,9=-68/20-8-3,2=487/20-8-3,13=454/20-8-3,14=392/20-8-3,12=353/20-8-3,
10=270/20-8-3,8=166/20-8-3
Max Horz 1=-176(LC 6)
Max Upliftl=-437(LC 3),9=105(LC 4),2=-213(LC 8),13=37(LC 7).14=-182(LC 8),12=139(LC 9),
10=112(LC 9),8=31(LC 9)
Max Grav 1=222(LC 8),9=57(LC 9),2=736(LC 3),13=459(LC 4),14=575(LC 3),12=511(LC 4),
10=397(LC 4),8=244(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-267/280,2-3=-178/147,3-4=146/118,4-5=-81/171,5-6=-30/176,6-7=-30/43,7-8=-95/162,
8-9=-33/87
BOT CHORD 2-14=-43/112, 13-14=-43/112, 12-13=-43/112,11-12=-43/112,10-11=-43/112,8-10=-49/114
WEBS 4-13=287/64,3-14=-457/208,5-12=-405/167,7-10=354/1M
NOTES -
1)Unbalanced roof live loads have been considered for�"I4��"'">
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise;
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 437 lb uplift at joint 1,
105 lb uplift at joint 9,213 lb uplift at joint 2,37 lb uplift atjoint 13, 182 lb uplift at joint 14,139 lb uplift atjoint 12,
112 lb lift at'oi t 10 and 31 lb uplift at joint 8.
Contlnuedugn a e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC15 VALLEY 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:10 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC16 VALLEY 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:04:12 2007 Page 1
9-4-1 16-7-9 18-7-9 1 20-8-3
9-4-1 7-3-8 2-M 2-0-9
4x6= Scale=1:42.
4
1000 12 2.5x4 II
2.Sx4 11
3 ST 2 5
T
2.5x4 II T
30— 3x4=
6
7 6
1 4 4
2 9 10
ro
0
3x6— 3x4
2.5x4 II 2.5x4 II 2.5x4 II 3x4= 2.5x4 II
20-8-3
20-8-3
Plate Offsets X Y 8:0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:70 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 pudins,except
OTHERS 2 X 4 SPF Stud'Except` 2-0-0 oc purlins(6-0-0 max.):6-8.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=-302/20-8-3,10=-48/20-8-3,2=507/20-8-3, 14=412/20-8-3, 15=393/20-8-3,13=364/20-8-3
, 11=268/20-8-3,9=161/20-8-3
Max Horz 1=176(LC 6)
Max Upliftl=-437(LC 3),10=82(LC 4),2=-223(LC 8),15=-183(LC 8),13=156(LC 9),11=89(LC 9),
9=-62(LC 9)
Max Grav1=222(LC 8),10=65(LC 9),2=743(LC 3),14=412(LC 1), 15=574(LC 3), 13=528(LC 4),
11=386(LC 4),9=244(LC 4)
FORCES (lb)-,Maximum Compression/Maximum Tension
TOP CHORD 1-2=-268/280,2-3=-163/137,3-4= 157/139,4-5=-126/125,5-6=-42/143,6-7=-48/24,7-8=-48/24,
'8-9=-65/31,9-10=-38/73
BOT CHORD 2-15=-28/96,14-15=-28/96,13-14=28/96,12-13=-28/96,11-12=-28/96,9-11=28/96
WEBS 4-14=241/21,3-15=-457/209,5-13=-422/184,7-11=344/110
NOTES
1)Unbalanced roof live loads have been considered fn'�*'�
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise'•
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 437 lb uplift at joint 1,
82 lb uplift at joint 10,223 lb uplift atjoint 2, 183 lb uplift at joint 15, 156 lb uplift atjoint 13,89 lb uplift atjoint 11
and 62 lb uplift atjoint 9.
Continued on page
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC16 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:12 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC17 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:15 2007 Page 1
1-0-2 17-8-2
18-8-3
1-0-2 16-8-0 1-0-2
Scale-1:31.
3x4=
0.00 12 3x4=
9
3 4 5 6 7 6
21T 11011Im1�
0
3.4= 346 11 Us II 3.611 3.4=
3x6 11 3x6 11
18-8-3
18-8-3
Plate Offsets X Y 3:0-2-0 0-1-13, 9:0-2-0,0-1-13, 12:0-2-3,0-1-8, 13:0-2-3 0-1-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:43 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(10-0-0 max.):3-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=47/18-8-3,11=47/18-8-3,2=-125/18-8-3,10=-125/18-8-3,14=300/18-8-3,15=311/18-8-3,16=310/18-8-3, 13=311/18-8-3,
12=310/18-8-3
Max Horz 1=-16(LC 4)
Max Uplift1=20(LC 4),11=12(LC 4),2=-156(LC 12),10=156(LC 11),14=94(LC 5),15=-98(LC 4),16=-98(LC 5),13=98(LC 5).
12=-94(LC 4)
Max Grav 1=47(LC 1),11=47(LC 1),2=67(LC 4),10=59(LC 5),14=300(LC 1),15=311(LC 12),16=310(LC 11), 13=311(LC 11),
12=310(LC 12)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD , 1-2=26/28,2-3=50/94,9-10=-47/94,10-11=26/10,3-4=-4/9,4-5=-4/9,5-6=-4/9,6-7=-4/9,7-8=-4/9,
8-9=-4/9
BOT CHORD '2-16=-8/12,15-16=8/12, 14-15=-8/12,13-14=8/12,12-13=-8/12,10-12=8/12
WEBS 6-14=-248/121,5-15=-257/125,4-16=263/131,7-13=-257/125,8-12=-263/128
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110m h;h=25ft;TCDL=4.2 sf; F-1t f �; may EXp B;enclosed;MWFRS(low-rise)
P p
gable end zone;cantilever left and right exposed;end 4 A ical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift atjoint 1,
12 lb uplift atjoint 11, 156 lb uplift at joint 2,156 lb uplift atjoint 10,94 lb uplift atjoint 14,98 lb uplift at joint 15,98
lb uplift atjoint 16,98 lb uplift atjoint 13 and 94 lb uplift atjoint 12.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
CoRa02.1.2 andere�ferenced standard ANSI/TPI 1.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC17 GABLE 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:04:15 2007 Page 2
NOTES
10)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 :]MBC18 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:18 2007 Page 1
2-4-2 16-4-2
, 18-8-3 ,
2-4-2 14-M 2-4-2
Scale=1:31.
3x4-
• 3x4=
9
1 .00 12 3f5Z, 7
T T T T T T
Li
21 10 11
El tJ
I�
0
3x4= 3x4-
' 18-8-3
18-8-3
Plate Offsets X Y 3:0-2-0 0-1-13, 9:0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.28 Vert(LL) Na - Na 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 _BC 0.07 Vert(TL) Na Na 999
BCLL 0.0 Rep Stress[nor YES WB 0.08 Horz(TL) 0.00 11 Na Na
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:50 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):3-9.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=-67/18-8-3,11=-67/18-8-3,2=230/18-8-3, 10=230/18-8-3,14=-55/18-8-3,12=278/18-8-3,13=280/18-8-3, 16=278/18-8-3,
15=280/18-8-3
Max Horz 1=42(LC 7)
Max Uplift1=124(LC 3),11=-124(LC 4),2=79(LC 8),10=-66(LC 9),14=82(LC 3),12=-89(LC 6),13=91(LC 7), 16=92(LC 7),
15=92(1_C 6)
Max Grav 1=59(LC 7).11=25(LC 9),2=352(LC 3), 10=352(LC 4),14=18(LC 6),12=421(LC 4),13=418(LC 3),16=421(LC 3),15=418(LC
4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD , 1-2=-68/98,2-3=-143/33,9-10=-143/30,10-11=15/98,3-4=-48/38,4-5=-48/38,5-6=-48/38,
6-7=-48/38,7-8=-48/38,8-9=-48/38
BOT CHORD '2-16=12/48,15-16=-12/48,14-15=-12/48, 13-14=-12/48,12-13=-12/48,10-12=-12/48
WEBS 6-14=-23/71,8-12=-366/114,7-13=-369/116,4-16=-366/116,5-15=-369/117
NOTES _
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;Ef_C�rar�11,Exp B;enclosed;MWFRS(low-rise) _
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr-40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)All plates are 2.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)'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 1-0-0 wide will fit between the bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 lb uplift at joint 1,
II124 lb uplift at joint 11,79 lb uplift at joint 2,66 lb uplift at joint 10,82 lb uplift at joint 14,89 lb uplift at joint 12,91
Con in uuA oat aintt 13,92 lb uplift at joint 16 and 92 lb uplift at joint 15.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC18 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:18 2007 Page 2
NOTES
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
13)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC79 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:20 2007 Page 1
3-8-2 15-0-2 18 8-3
3-8-2 114-0 3-8-2
Scale=1:31.
4x6=
Us=
2.5x4 II 2.50 II 2.5x4 II 9
3 4 5 7 8
10.00 12
T T T T r
T I
21 10 OD
!
11
tH
Ia
3x4= 2.5x4 11 2.5x4 II 2.5x4 11 2.5x4 II 2.Sx4 11 3x4=
' 18-8-3
18-8-3
Plate Offsets X Y 3:0-4-4,0-2-0 9:0-4-4 0-2-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 10 n/a n/a
BCDL 10.0 Code IRC2003frP12002 (Matrix) Weight 57 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):3-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size) 1=-111/18-8-3,11=111/18-8-3,2=269/18-8-3,10=269/18-8-3,14=-40/18-8-3,12=286/18-8-3,13=270/18-8-3,16=286/18-8-3,
15=270/18-8-3
Max Horz 1=-68(LC 6)
Max Upliftl=-172(LC 3).11=172(LC 4),2=-148(LC 8),10=-134(LC 9),14=-72(LC 3),12=-86(LC 6),13=-96(LC 7), 16=103(LC 7),
15=98(LC 6)
Max Grav 1=97(LC 8),11=77(LC 9),2=371(LC 3),10=371(LC 4), 14=18(LC 6), 12=454(LC 4),13=424(LC 3), 16=454(LC 3), 15=424(LC
4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-105/125,2-3=-85/118,9-10=-85/118, 10-11=-44/125,3-4=-17/62,4-5=-17/62,5-6=-17162,
6-7=-17/62,7-8=17/62,8-9=17/62
BOT CHORD 2-16=-16/50, 15-16=-16/50,14-15=-16/50,13-14=16/50,12-13=16/50,10-12=16/50
WEBS 6-14=-23/62,8-12=-397/111,7-13=374/120,4-16=397/128,5-15=-374/122
NOTES
1)Unbalanced roof live loads have been considered for this design. -
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4,2psf; BCI?'_--=
�_„� Il Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 1,
172 lb uplift atjoint 11, 148 lb uplift atjoint 2, 134 lb uplift atjoint 10,72 lb uplift at joint 14,86 lb uplift atjoint 12,96
lb uplift at joint 13,103 lb uplift atjoint 16 and 98 lb uplift atjoint 15.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC19 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:21 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
i
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBC20 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:23 2007 Page 1
5-0-2 13-8-2 18-8-3
5-0-2 8-8-0 5-0-2
Scale=1:31.
5x8
2.5A 11 Sx8
7
3 4 5 6
10.00 12
T 3T T
T 1
ZI Ell 89
I�
0
3x6= 2.5A 11 2.5A 11 2.50 II 3x6-
18-8-3
18-8-3
Plate Offsets X,Y 3:0-4-14 0-1-14, :0-4-14 0-1-14
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.47 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) r1/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:57 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-M oc purlins(6-0-0 max.):3-7.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size) 1=-298/18-8-3,9=298/18-8-3,2=573/18-8-3,8=573/18-8-3,11=287/18-8-3,12=275/18-8-3, 10=275/18-8-3
Max Horz1=93(LC 6)
Max Upliftl=-458(LC 3),9=-458(LC 4),2=289(LC 8),8=-269(LC 9),l l=-109(LC 6),12=102(LC 7),10=80(LC 6)
Max Gravl=197(LC 8),9=169(LC 9),2=800(LC 3),8=800(LC 4),11=454(LC 3),12=461(LC 3),10=461(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-171/292,2-3=-211/106,7-8=211/93,8-9=98/292,3-4=-84/113,4-5=84/113,5-6=-84/113,
6-7=84/113
BOT CHORD 2-12=17/84,11-12=-17/84,10-11=-1 7/84,8-10=17/84
WEBS 5-11=-406/134,4-12=395/129,6-10=395/108
NOTES '
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02; Pr=40.0 psf(roof live load:Lumbt4'L"�, =1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B; Fully Exp.;Ct=i.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 458 lb uplift at joint 1,
458 lb uplift atjoint 9,289 lb uplift at joint 2,269 lb uplift atjoint 8, 109 lb uplift atjoint 11, 102lb uplift atjoint 12
and 80 lb uplift at joint 10.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
Cj2�pesign assume 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
o tlnue on a e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
' 0712035B MBC20 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thom-as Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:23 2007 Page 2
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 07120356 MBC21 GABLE 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:26 2007 Page 1
6-4-2 12-4-2 18-8-3
6-4-2 6-" 6-4-2
Scale=1:31.
46 06\�
2.5x4 11 6
4
2.Sx4 II
2.5x4 II
3 7
10.00 12
T T T 1
21 89
I�
0
3x6= 2.5x4 II 2.5x4 II 2.5x4 II 3x6=
- 18-8-3
18-8-3
Plate Offsets X,Y 4:0-2-4 Ed e, 6:Ed a 0-2-11
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.49 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 8 n/a n1a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:59 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins("-0 max.):4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=311/18-8-3.9=311/18-8-3,2=547/18-8-3.8=547/18-8-3, 11=387/18-8-3,12=370118-8-3, 10=370/18-8-3
Max Horz 1=119(LC 6)
Max Upliftl=-478(LC 3),9=-478(LC 4),2=221(LC 8),8=195(LC 9), 11=83(1-C 7), 12=139(LC 8), 10=-135(LC 9)
Max Grav 1=226(LC 8),9=193(LC 9),2=865(LC 3),8=865(LC 4),11=517(LC 3), 12=486(LC 3), 10=486(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-208/304,2-3=279/88,3-4=219/66,6-7=219/70,7-8=279/66,8-9=-112/304,4-5=-93/54,
5-6=93/54
BOT CHORD 2-12=52/134,11-12=52/134,10-11=52/134,8-10=52/134
WEBS 5-11=349/108,3-12=368/165,7-10=368/161
NOTES '
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02; Pr=4b.0 psf(roof live load:Lu 1.15);Pf=40.0 psf(flat roof snow:
Lumber DO!.=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp'.;Ct=i.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 478 lb uplift at joint 1,
478 lb uplift at joint 9,221 lb uplift atjoint 2, 195 lb uplift at joint 8,83 lb uplift atjoint 11,139 lb uplift atjoint 12 and
135 lb uplift at joint 10.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
82�Qesign assume 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails.
o on a e
Job Truss Truss Type Qty Ply Lot#l6 Maskel Road
0712035E MBC21 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:26 2007 Page 2
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
' 07120356 MBC22 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:28 2007 Page 1
7-8-2 11-0-2 18-8-3
7-8-2 3-4-0 7-8-2
3x4= Scale=1:34.
2.5x4 II 3x4=
6
4
2.5x4 II
2.5x4 11
10.00 12
3 7
T
T 1 M
o
T T
21 89
7�
0
3x6 2.5x4 II 2.5x4 II 2.5x4 11 US_
I 18-8-3 ,
18-8-3
Plate Offsets X, O-2-0,0-1-13, 6:0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.48 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:62 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud 2-0-0 oc purlins(6-0-0 max.):4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=312/18-8-3,9=312/18-8-3,2=578/18-8-3,8=578/18-8-3,11=321/18-8-3,12=374/18-8-3, 10=374/18-8-3
Max Horz 1=-145(LC 6)
Max Upliftl=-462(LC 3),9=-462(LC 4),2=227(LC 8),8=193(LC 9), 11=39(LC 7), 12=160(LC 8), 10=158(LC 9)
Max Grav 1=227(LC 8),9=187(LC 9),2=841(LC 3),8=841(LC 4).11=395(LC 3),12=535(LC 3),10=535(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=235/294,2-3=271/82,3-4=-241/69,6-7=-241/66,7-8=271/60,8-9=-109/294,4-5=-89/66,
5-6=89/66
BOT CHORD 2-12=-45/126, 11-12=-45/126, 10-11=-45/126,8-10=45/126
WEBS 5-11=227/64,3-12=-417/186,7-10=-417/184
NOTES '
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lure„ _r 1°o�L=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.i
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 462 lb uplift atjoint 1,
462 lb uplift atjoint 9,227 lb uplift at joint 2, 193 lb uplift atjoint 8,39 lb uplift atjoint 11, 160 lb uplift atjoint 12 and
158 lb uplift at joint 10.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
CjDesign assume 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails.
Atlnue on page
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC22 GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:28 2007 Page 2
LOAD CASE(S) Standard
, I
Job Truss Truss Type city Ply Lot#6 Maskel Road
0712035E MBC23 GABLE 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:30 2007 Page 1
1 9-0-2 8-8-2 18-8-3
9-0-2 0-8-6 9-0-2
2.5x4 11 Scale=1:41.
4x6 O
4x6 4,
6
45
2.5x4 II
10.00 12 2.5x4 II
3 T2 7
T 1 4'
v
T T
21
0
3x6=
3x6=
2.50 II 2.50 II 2.5x4 II
1 18-8-3 ,
18-8-3
Plate Offsets X,Y 4:0-2-4 Ed e, 6:Ed e,0-2-11
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:64 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud"Except" 2-0-0 oc purlins(6-0-0 max.):4-6.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=-302/18-8-3,9=302/18-8-3,2=545/18-8-3,8=545/18-8-3, 11=330/18-8-3, 12=393/18-8-3,
10=393/18-8-3
Max Horz 1=-170(LC 6)
Max Upliftl=-438(LC 3),9=-438(LC 4),2=-228(LC 8),8=194(LC 9),12=182(LC 8).10=182(LC 9)
Max Grav1=221(LC 8),9=173(LC 9),2=773(LC 3),8=773(LC 4), 11=330(LC 1),12=572(LC 3),
10=572(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-262/281,2-3=207/104,3-4=201/125,6-7=201/113,7-8=-207/92,8-9=100/281,4-5=-45/122,
5-6=-45/122
BOT CHORD 2-12=-40/104,11-12=-40/104, 10-11=-40/104,8-10=-40/104
WEBS 5-11=162/17,3-12=-455/209,7-10=-455/208
NOTES _
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110r11ph; h=25ft;TCDL=4.2{>3Ts'=� 0 y 11; Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;er,d vertical left and right exposed; Lumber DOL=1.33 plate grin
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 438 lb uplift at joint 1,
438 lb uplift atjoint 9,228 lb uplift at joint 2, 194 lb uplift atjoint 8,182 lb uplift at joint 12 and 182 lb uplift atjoint
10.
Continued on page 2
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
0712035E MBC23 GABLE 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:04:31 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC24 GABLE 3 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:33 2007 Page 1
9-4-2 18-8-3
9-4-2 9-4-2
4x6= Scale=1:39.
4
e
2.5x4 II
10.00 12 2.5x4 II
3 5
T 1
T IT
21 6/
t�
0
3x6 2.5x4 11 2.5x4 11 2.5x4 11 3x6—
18-8-3
18-8-3
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:64 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
OTHERS 2 X 4 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
ST2 2 X 4 SPF No.2
REACTIONS (lb/size) 1=-301/18-8-3,7=-301/18-8-3,2=535/18-8-3,6=535/18-8-3,9=343/18-8-3,10=394/18-8-3,8=394/18-8-3
Max Horz1=176(LC 6)
Max Upliftl=-436(LC 3),7=-436(LC 4),2=223(LC 8),6=188(LC 9), 10=184(LC 8),8=-183(LC 9)
Max Grav 1=221(LC 8),7=171(LC 9),2=760(LC 3),6=760(LC 4),9=343(LC 1),10=575(LC 3),8=575(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-268/279,2-3=191/109,3-4=185/123,4-5=-185/107,5-6=-191/109,6-7=-99/279
BOT CHORD 2-10=-38/109,9-10=-38/109,8-9=-38/109,6-8=-38/109
WEBS 4-9=-174/7,3-10=-457/210,5-8=-457/209
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical leftand right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate D011=1.15):Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category If-Fja,§i�fully Exp.,Ct=1.1
4)Unbalanced snow loads have been considered e _
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loam;;.
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 lb uplift at joint 1,
436 lb uplift at joint 7,223 lb uplift at joint 2, 188 lb uplift at joint 6, 184 lb uplift at joint 10 and 183 lb uplift at joint 8.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 0712035E MBC25 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:35 2007 Page 1
• 9-4-1 17-8-1 19-8-1 0-8-
9-4-1 8-4-0 2-" 1-0-1
44= Scale=1:42.
4
10.00 12 2.5x4 II
2.5x4 II
3 5
T
T
5x8
6
21 � �
4
0
3x6= 6x8=
2.5x4 II 2.5x4 II 3x4= 2.5x4 It
20-8-3
20-8-3
Plate Offsets X,Y :0-3-6,Edge], 10:0-1-12,0-3-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:70 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
OTHERS 2 X 4 SPF Stud*Except* 2-0-0 oc purlins(10-0-0 max.):6-10,6-7.
ST2 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or B-0-0 oc bracing.
REACTIONS (lb/size) 1=301/20-8-3,10=351/20-8-3,9=70/20-8-3,2=534/20-8-3,13=349/20-8-3,14=394/20-8-3,
11=386120-8-3,8=111120-8-3
Max Horz 1=-176(LC 6)
Max Upliftl=-436(LC 3),10=-73(LC 9),9=-106(LC 4),2=-223(LC 8),14=-183(LC 8),11=-174(LC 9),
8=-25(LC 9)
Max Grav1=221(LC 8),10=494(LC 4),9=40(LC 9),2=760(LC 3),13=349(LC 1),14=575(LC 3),
11=561(LC 4),8=166(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-268/279,2-3=-190/110,3-4=184/120,4-5=178/104,5-6=163/106,6-10=-472/73,
6-7=-117/252,7-8=-87/158,8-9=23/87
BOT CHORD 2-14=-38/111, 13-14=-38/111,12-13=-38/111,11-12=38/111,10-11=-38/111,8-10=-252/138
WEBS 4-13=-181/6,3-14=457/209,5-11=-443/202
NOTES
1)Unbalanced roof Iyp In, .s h111-hPPn roncidered for this design.2)Wind:Wind:ASCE 7-02; 11 Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise;
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 436 lb uplift at joint 1,
73 lb uplift at joint 10, 106 lb uplift at joint 9,223 lb uplift at joint 2, 183 lb uplift atjoint 14, 174 lb uplift at joint 11
and 25 Ib u lift at�'oint 8.
Continued on a e t
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBC25 VALLEY 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Folder Job Reference(optional)Fri
7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:35 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR1 COMMON 2 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:42 2007 Page 1
7-6-0
15-0-0 16-0-0
7-6-0 7-6-0 1-0-0
46= Scale=1:36.
2
10.00 F,2
1
3
4 I�
0
12x14 ii
12x14 1,Sx8\\ 6 5 5x8
2.5A 11
7-6-0 15-0-0
7-6-0 7-6-0
*** Design Problems ***
REVIEW REQUIRED
Heel plates req.larger wedge or slider
Plate Offsets X Y 1:0-6-12 0-1-13, 1:0-4-0 Ed e, 3:0-4-0 Ed e, 3:0-6-12,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.21 1-5 >829 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.29 1-5 >611 180
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:50 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2 X 6 SPF 1650F 1.5E,Right:2 X 6 SPF 1650F 1.5E
REACTIONS (lb/size) 3=71910-5-8,1=636/Mechanical
Max Horz 1=160(LC 6)
Max Uplift3=-152(LC 9), 1=-103(LC 8)
Max Grav3=862(LC 4),1=735(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-807/139,2-3=-800/143,3-4=0/58
BOT CHORD 1-6=-30/465,5-6=-30/465,5-7=-30/465,3-7=-30/465
WEBS 2-5=0= «•.:=�
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tail b 1-0-0 wide will fit between the bottom chord and any other members.
Contlnud on page 2
Job Truss [COMMON
uss Type Qty Ply Lot#6 Maskel Road
• 0712035E MBR1 2 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:43 2007 Page 2
NOTES
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 152 lb uplift at joint 3 and 103 lb uplift atjoint 1.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBR1G GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:46 2007 Page 1
-1-0-0 7-6-0 15-M 16-M
1-0-0 7-6-0 7-6-0 1-0-0
06- Scale=1:35.
8
7 9
10,00 12
6 10
T
5 11
T i T
T T
4 12
3 13
2 14
NEW
15 1^
0
06 II 4x6 II
15-0-0
15-0-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 15 n/r 120 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 15 n/r 90
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 14 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:85 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
OTHERS 2 X 4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
ST6 2 X 4 SPF No.2
WEDGE
Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud
REACTIONS (lb/size) 2=145/15-0-0,14=145/15-0-0,21=116/15-0-0,22=136/15-0-0,23=121/15-0-0,24=97/15-0-0
,25=111/15-0-0,26=36/15-0-0,20=136115-0-0,19=121/15-0-0,18=97/15-0-0,
17=111/15-0-0, 16=36/15-0-0
Max Horz 2=-1 53(LC 6)
Max Uplift2=-87(LC 6),14=46(LC 7),22=-37(LC 8),23=59(LC 8),24=51(LC 8),25=-61(LC 8),
26=-67(LC 12),20=-34(LC 9),19=-60(LC 9).18=-51(LC 9),17=-60(LC 9), 16=-67(LC 12)
Max Grav2=214(LC 3), 14=214(LC 4),21=116(LC 1).22=188(LC 3),23=169(LC 3),24=143(LC 3).
25=164(LC 3),26=50(LC 3),20=188(LC 4), 19=169(LC 4),18=143(LC 4),17=164(LC 4),
16=50(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/56,2-3=-163/105,3-4=-117/86,4-5=-85/82,5-6=-58/78,6-7=59/99,7-8=59/117,8-9=-59/111
9-10=-59/79,10-11=-58/42, 11-12=-59/36, 12-13=-71/40, 13-14=-111/52,14-15=0/56
BOT CHORD 2-26=-26/117,25-26=-26/117,24-25=-26/117,23-24=-26/117,22-23=-26/117,21-22=-26/117,
20-21=-26/117, 19-20=-26/117, 18-19=-26/117,17-18=-26/117, 16-17=-26/117, 14-16=26/117
WEBS -6-23=-133/68.-5-24=-129/60,4-25=-138/67,3-26=-80/67,9-20=-132/42,
10-19=133/69,11-18=-129/60, 12-17=-138/67,13-16=-80/62
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) 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"
4)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
CORNS paoec2ncurrent with other live loads.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR1G GABLE 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:04:47 2007 Page 2
NOTES
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)All plates are 2.5x4 MT20 unless otherwise indicated.
9)Gable requires continuous bottom chord bearing.
10)Gable studs spaced at 1-4-0 oc.
11)"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 1-0-0 wide will fit between
the bottom chord and any other members.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift atjoint 2,46 lb uplift atjoint 14,37 lb uplift at
joint 22,59 lb uplift atjoint 23,51 lb uplift atjoint 24,61 lb uplift atjoint 25,67 lb uplift atjoint 26,34 lb uplift atjoint 20,60 lb uplift atjoint 19,51 lb
uplift atjoint 18,60 lb uplift atjoint 17 and 67 lb uplift atjoint 16.
13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/fPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
' 07120356 MBRIGR COMMON 1
j 3 Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:51 2007 Page 1
3-11-10 7-6-0 11-0-6 15-M
3-11-10 3-6-6 3-6 6 3-11-10
7x12 MT18H II Scale=1:37.
3
10.00 12 5x12
5x12
2 4
W2 W2
d�{ B1 n c
7x1271 9 10 6-l14 12 13 76-3 4 15 116'� 16 17 �2 -0
0-?-,12 2-11-4 3-11-4� ii 5-7-4 6-11-4 T*4- 9-7-4 ,10-11-4Yn218 3-4 13 7-4 147�-4
0-2-12 1-4-0 1-M 14-0 14-0 0-0-12 14-0 14-0 1-2-14 14-0 1-2-0
1-4-8 0-3-10 0-94 0-1-2 0-2-12
Plate Offsets X Y 1:0-2-7 0-2-12, 5:0-2-7 0-2-12, :0-7-0 0-6-4
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.14 7-8 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.19 7-8 >943 180 MT18H 197/144
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 5 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:292 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc
BOT CHORD 2 X 8 SYP SS purlins.
WEBS 2 X 4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W3 2 X 4 SPF 210OF 1.8E
WEDGE
Left:2 X 8 SYP SS,Right:2 X 8 SYP SS
REACTIONS (lb/size) 1=1 5573/0-6-3(input: 0-5-8),5=16594/0-6-9(input: 0-5-8)
Max Horz 1=148(LC 7)
Max Uplift1=1933(LC 8),5=2090(LC 9)
Max Grav 1=15670(LC 3),5=16691(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=16238/2033,2-3=-11361/1491,34=11362/1492,4-5=16376/2047
BOT CHORD 1-9=1495/11902,9-10=-1495/11902,8-10=-1495/11902,8-11=1495/11902,11-12=-1495/11902,
12-13=1495/11902,7-13=1495/11902,7-14=-1467/12007, 14-15=-1467/12007,6-15=1467/12007,
6-16=-1467/12007,16-17=1467/12007,5-17=-1467/12007
WEBS 2-8=-775/6495,2-7=-4495/634,3-7=-1812/14172,4-7=4642/649,4-6=795/6685
NOTES
1)Hanger(s)or other connection d v fSl Shall be provided sufficient to support concentrated load(s)2281 lb down
and 270 lb up at U-Z-12,Zb691b down and 304 lb up at 1-74,2599 lb down and 319 lb up at 2-11-4,2612 Ih
down and 319 lb up at 4-3-4,2562 lb down and 319 lb up at 5-7-4,2570 lb down and 319 lb up at 6-11-4,2568 lb
down and 319 lb up at 8-3-4,2605 lb down and 319 lb up at 9-74,2615 lb down and 319 lb up at 10-11-4,2648
lb down and 320 lb up at 12-3-4,and 2648 lb down and 320 lb up at 13-7-4,and 2787 lb down and 364 lb up at
14-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
" 0712035B MBRIGR COMMON 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:51 2007 Page 2
NOTES
2)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2 X 8-4 rows at 0-4-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2281 lb down and 270 lb up at 0-2-12,2569 lb
down and 304 lb up at 1-7-4,2599 lb down and 319 lb up at 2-11-4,2612 lb down and 319 lb up at 4-3-4,2562 lb down and 319 lb up at 5-7-4,
2570 lb down and 319 lb up at 6-11-4,2568 lb down and 319 lb up at 8-3-4,2605 lb down and 319 lb up at 9-7-4,2615 lb down and 319 lb up at
10-11-4.2648 lb down and 320 lb up at 12-3-4,and 2648 lb down and 320 Ib up at 13-7-4,and 2787 lb down and 364 lb up at 14-9-4 on bottom
chord. The design/selection of such connection device(s)is the responsibility of others.
• 3)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.
4)Unbalanced roof live loads have been considered for this design.
5)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and
right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
6)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);
Category II;Exp B;Fully Exp.;Ct=1.1
7)Unbalanced snow loads have been considered for this design.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)All plates are MT20 plates unless otherwise indicated.
10)'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 1-0-0 wide will fit between
the bottom chord and any other members.
11)WARNING:Required bearing size atjoint(s)1,5 greater than input bearing size.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1933 lb uplift at joint 1 and 2090 lb uplift at joint 5.
13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2281 lb down and 270 lb up at 0-2-12,2569 lb
down and 304 lb up at 1-7-4,2599 lb down and 319 lb up at 2-11-4,2612 lb down and 319 lb up at 4-3-4,2562 lb down and 319 lb up at 5-7-4,
2570 lb down and 319 lb up at 6-11-4,2568 lb down and 319 lb up at 8-3-4,2605 lb down and 319 lb up at 9-7-4,2615 lb down and 319 lb up at
10-11-4,2648 lb down and 320 lb up at 12-3-4,and 2648 lb down and 320 lb up at 13-7-4,and 2787 lb down and 364 lb up at 14-9-4 on bottom
chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(pif)
Vert 1-3=-63,3-5=-63,1-5=13
Concentrated Loads(lb)
Vert:1=2281(B)5=2787(13)6=2615(13)9=2569(B)10=2599(13)1 1=-2612(B)12=-2562(B)13=2570(B)14=2568(B)15=2605(13)
16=2648(13)17=2648(B)
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
07120356 MBR2 ATTIC 13 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:54 2007 Page 1
Tt-0-9 2-8-7 , 4-10-4 8-10-8 11-0-0 13-1-8 17 1 12 , 19 3 9 22-M 23 0 0
1-0-0 2-8-7 2-1-13 4-0-4 2-1-8 2-1-8 4-0-4 2-1-13 2-8-7 1-0-0
5x8= Stele=1:50.
6
3x4=
3x4=
5 7
2.5x4 II
10.00 12
2.5x4 II
2.5x4 11
4 1 8
2.5x4
2.5x4
3 g
1 w
2 10
5x8= 14 13 12 5x8=
4x6- 6x8= 4x6=
2-8-7 4-10-4 17-1-12 19-3-9 22-01
2-8-7 2-1-13 12-3-8 2-1-13 2-8-7
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.45 12-14 >577 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.63 12-14 >414 180
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:146 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc
BOT CHORD 2 X 8 SYP SS purlins.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=1265/0-3-8,10=1265/0-3-8 JOINTS 1 Brace at Jt(s):15
Max Horz 2=215(LC 7)
Max Uplift2=177(LC 8),10=177(LC 9)
Max Grav2=1454(LC 3),10=1454(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/77,2-3=1853/179,3-4=-1667/176,4-5=-1028/187.5-6=-35/423,6-7=35/423,7-8=-1028/187,
8-9=1667/175,9-10=1853/178,10-11=0/77
BOT CHORD 2-14=138/1387,13-14=31/984,12-13=31/984, 10-12=-95/1387
WEBS 5-1 5=1 454/253,7-15=1454/253,4-14=-19/970,8-12=18/970,3-14=644/145,9-12=-644/146,
6-15=0/70
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40 0 psf(flat roof snow:
Lumber DOL ategory II;Exp B;Fully Exp.;Ct=1 1 = i
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-15,7-15
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room. 12-14
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift atjoint 2
and 177 lb uplift at joint 10.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E M13112A ATTIC 4 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:56 2007 Page 1
1r -0-0 2-8-7 , 4-104 8-10-8 11-0-0 i 13-1-8 , 17 1 12 19 3 9 22-M
1-0-0 2-8-7 2-1-13 4-0-4 2-1-8 2-1-8 4-0-4 2-1-13 2-8-7
5x6= Scale=1:50.
6
3x4=
3x4=
5 7
2.5x4 II
10.00 12
2.5x4 11
2.5x4 11
4 1 8
2.5x4\\
2.5x4�i
3 9
1 w
10
5x6= 13 12 11 Sx8= jo
Us 6x8 Us
2-8-7 1 4-10-4 17-1-12 19-3-9 22-0-0
2-8-7 2-1-13 12-3-8 2-1-13 2-8-7
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.46 11-13 >572 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.63 11-13 >412 180
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:144 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc
BOT CHORD 2 X 8 SYP SS purlins.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=1267/0-3-8,10=1192/0-3-8 JOINTS 1 Brace at Jt(s): 14
Max Horz2=225(LC 7)
Max Uplift2=177(LC 8),10=-132(LC 9)
Max Grav2=1454(LC 3),10=1338(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/77,2-3=-1854/183,3-4=1672/180,4-5=1031/190,5-6=-36/423,6-7=-38/427,7-8=1031/187,
8-9=1675/178,9-10=-1869/181
BOTCHORD 2-13=152/1388, 12-13=-46/987, 11-12=-46/987, 10-11=-1 12/1407
WEBS 5-14=-1461/259,7-14=-1461/259,4-13=-21/975,8-11=-21/971,3-13=644/144,9-11=-663/157,
6-14=0/70
NOTES,
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40 0 psf(roof live Ioa44J.:;:_�OL=1.15 Plate DOL=1.15); Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category„"t R , , t=1 + -
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-14,7-14
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.11-13
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift at joint 2
and 132 lb uplift at joint 10.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
. Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR2B ATTIC 9 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:04:59 2007 Page 1
rt-0-0 2-8-7 , 4-10-4 8-10-8 11-0-0 i 13-1-8 17 1 12 19 3 9 , 21 10-0 ,
1-" 2-8-7 2-1-13 4-0-4 2-1-8 2-1-8 4-0-4 2-1-13 2-6-7
5x8= Scale=1:50.
6
3x4=
3x4=
5 7
2.5x4 II
70.00 12
2.5x4
2.5x4 11
4 1 8
2.Sx4,i
3 9
1 w
10 ll
�1 2BI
to
5x8= 13 12 11 5x8=
4x6= 6x8= 46=
2-8-7 4-10-4 17-1-12 19-3-9 21-10-0
2-8-7 2-1-13 12-3-8 2-1-13 2-6-7
Plate Offsets X,Y 10:0-4-13,0-2-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.45 11-13 >580 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.37 Ved(TL) -0.62 11-13 >418 180
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 143 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc
BOT CHORD 2 X 8 SYP SS purlins.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=1258/0-3-8,10=1188/0-3-8 JOINTS 1 Brace at Jt(s):14
Max Horz2=225(LC 7)
Max Uplift2=-176(LC 8), 10=130(LC 9)
Max Grav2=1447(LC 3). 10=1330(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/77,2-3=-1837/180,3-4=-1648/178,4-5=-1018/188,5-6=35/417,6-7=-36/414,7-8=-1020/186,
8-9=1643/175,9-10=-1812/176
BOTCHORD 2-13=151/1376,12-13=-44/972,11-12=-44/972,10-11=1 04/1326
WEBS 5-14=14321256,7-14=-1432/256,4-13=-191956,8-11=-1 7/950,3-13=642/144,9-11=-577/150,
6-14=0/69
NOTES ,
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf,Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-14,7-14
9)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.11-13
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 lb uplift at joint 2
and 130 lb uplift at joint 10.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
Con m80ed o�2 and referenced standard ANSI/TPI 1.
Job Truss Truss Type Qty 7Job
6 Maskel Road
0712035B MBR2B ATTIC 9
eference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:04:59 2007 Page 2
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 0712035E MBR2G GABLE 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468.Thomas Poirier 7.026 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:04 2007 Page 1
t10 Q 11-M 22-0-0 23-0-0
1-0 0 11-0-0 11-0-0 1-0-0
,
4x6= Scale=1:50.
10
g 11
8 12
10.00 12 7 13
6 14
175
5 15
4 T t 16
3 112 17
2 18
1
xm
4x6 11 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 Us 11
5x8-
22-0-0
22-M
Plate Offsets X,Y 21:0-4-0,0-3-0
LOADING (pso SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 19 n/r 120 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 19 n/r 90
BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 18 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:149 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
OTHERS 2 X 4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
ST8 2 X 4 SPF No.2,ST7 2 X 4 SPF No.2 WEBS 1 Row at midpt 10-27,9-28, 11-26
ST6 2 X 4 SPF No.2,ST7 2 X 4 SPF No.2
ST6 2 X 4 SPF No.2
WEDGE
Left:2 X 4 SPF Stud,Right:2 X 4 SPF Stud
REACTIONS (lb/size) 2=152/22-0-0,27=117/22-0-0,28=134/22-0-0,29=139/22-0-0,30=135/22-0-0,
31=140/22-0-0,32=119/22-0-0,33=100/22-0-0,34=99/22-0-0,26=134/22-0-0,
25=139/22-0-0,24=135/22-0-0,23=140/22-0-0,22=119/22-0-0,21=1 00/22-0-0,
20=99/22-0-0, 18=152/22-0-0
Max Horz 2=221(LC 7)
Max Uplift2=96(LC 6),28=26(LC 7),29=-62(LC 8),30=52(LC 8).31=53(LC 8),32=-52,1-C 8),
33=-55(LC 8),34=72(1-C 8),26=19(LC 9),25=-64(LC 9),24=52(LC 9),23=-53(LC 9),
22=52(LC 9),21=55(LC 9),20=69(LC 9), 18=-44(LC 7)
Max Grav2=224(LC 3),27=158(LC 9),28=184(LC 3),29=188(LC 3).30=182(LC 3),31=188(LC 3),
32=166(LC 3),33=148(LC 3),34=144(LC 3),26=184(LC 4),25=188(LC 4),24=182(LC 4),
23=188(LC 4),22=166(LC 4),21=148(LC 4),20=144(LC 4), 18=224(LC 4)
FORCES (lb)-Maximum Co mpression/Maximum Tensior - ~ 'r-
TOP CHORD 1-2=0/56,2-3=-221/139,3-4=-1681122,4-5=-138/118,5-6=-109/115,6-7=79/111,7-8=-57/120,
8-9=59/157,9-10=59/166, 10-11=-59/160, 11-12=-59/137,12-13=-57/89,13-14=58/58,
14-15=-58/47,15-16=-71/51,16-17=-100/54,17-18=-159/66, 18-19=0/56
BOT CHORD 2-34=-39/164,33-34=39/164,32-33=39/164,31-32=-39/164,30-31=39/164,29-30=-39/164,
28-29=-39/164,27-28=-39/164,26-27=-39/164,25-26=-39/164,24-25=-39/164,23-24=-39/164,
22-23=-39/164,21-22=-39/164,20-21=39/164, 18-20=-39/164
WEBS 10-27=-149/0,9-28=131/35,8-29=-135/71,7-30=-129/61,6-31=132162,5-32=131/62,
4-33=-130/62,3-34=135/88, 11-26=-131/28, 12-25=-135/73, 13-24=-129161, 14-23=-132/62,
15-22=-131/62. 16-21=-1 30/62, 17-20=-135184
NOTES
1)Unbalanced roof live loads have been considered for this design.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR2G GABLE 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 06468,Thomas Folder 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:04 2007 Page 2
NOTES
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and
right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) 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"
4)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);
Category 11;Exp B;Fully Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with
other live loads.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)All plates are 2.5x4 MT20 unless otherwise indicated.
9)Gable requires continuous bottom chord bearing.
10)Gable studs spaced at 1-4-0 oc.
11)'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 1-0-0 wide will fit between
the bottom chord and any other members.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift atjoint 2,26 lb uplift atjoint 28,62 lb uplift at
joint 29,52 lb uplift atjoint 30,53 lb uplift at joint 31,52 lb uplift atjoint 32,55 lb uplift atjoint 33,72 lb uplift atjoint 34,19 lb uplift at joint 26,64 lb
uplift atjoint 25,52 lb uplift atjoint 24,53 lb uplift atjoint 23,52 lb uplift atjoint 22,55 lb uplift atjoint 21,69 lb uplift atjoint 20 and 44 lb uplift at joint
18.
13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply Lot#6 Mask el Road
• 0712035B MBR2GR ATTIC 1
3 Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:07 2007 Page 1
r1-0-0 2-8-7 , 4-10-4 8-10-7 11-M , 13-1-8 17 1 12 19 3 8 21 10-0
1-0-0 2-8-7 2-1-13 4-0-4 2-1-8 2-1-8 4-0-4 2-1-13 2-6-8
Sx8= Scale=1:50.
6
3x4=
3x4
5 7
2.5x4 II
10.00 12
3x6 II
34 II
4 1 8
3x6
3x6,�,
3 9
2 w
10
d1 2 E
Sx8= 15 14 13 12 11 5x8=
3x6 II 802= 6x8= 8x12= 3x6 II
2-8-7 i 4-10-4 17-1-12 19-3-8 21-10-0
2-8-7 2-1-13 12-3-8 2-1-13 2-6-8
IBCILIL
late Offsets X Y 10:0-4-13 0-2-8, 12:0-3-8,0-4-0, 14:0-3-8,0-4-0
OADING (psf) SPACING 4-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
CLL 40.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.42 12-14 >612 240 MT20 197/144
CDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.59 12-14 >439 180
0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:441 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins(6-0-0 max.)
BOT CHORD 2 X 8 SYP SS (Switched from sheeted:Spacing>2-0-0).
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-"oc bracing.
REACTIONS (lb/size) 2=3775/0-3-8,10=3565/0-3-8 JOINTS 1 Brace at Jt(s):6,16
Max Horz 2=675(LC 7)
Max Uplift2=-529(LC 8),10=-389(LC 9)
Max Grav2=4342(LC 3),10=3989(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/231,2-3=5343/484,3-4=5094/551,4-5=-3075/561,5-6=101/1242,6-7=105/1234,
7-8=3081/556,8-9=5081/540,9-10=5282/531
BOT CHORD 2-15=512/3994,14-15=513/3994, 13-14=-131/2941. 12-13=131/2941,11-12=-289/3850,
10-11=289/3850 ,
WEBS 5-16=-43231762,7-16=-4323/762,4-14=91/3189,8-12=-82/3168,3-15=2029/384,9-11 2146/376,
3-14=1840/555,9-12=1638/596,6-16=0/209
NOTES
1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc.
Bottom chords nanne -x 8-2 rows at 0-9-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc
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.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
5)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
6)Unbalanced snow loads have been considered for this design.
7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
&nTpi s tWss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
tlnue on pa(le 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 0712035E MBR2GR ATTIC 1
3 Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:07 2007 Page 2
NOTES
9)'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 1-0-0 wide will fit between the
bottom chord and any other members.
10)Ceiling dead load(5.0 psf)on member(s).4-5,7-8,5-16,7-16
11)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room. 12-14
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 529 lb uplift at joint 2 and 389 lb uplift at joint 10.
13)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
14)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120358 MBR3GR MONO HIP 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:12 2007 Page 1
3-8-15 7-0-9 1044 13-7-15 17-8-15 21-10-0
1-" 3-8-15 3-3-11 3-3-11 3-3-11 4-1-1 4-1-1
6x8= Scale=1:65.
2.5x4 II 7x12=
6 7 8
4x6
5
10 00 12 3x10
8 W
4
-V V I
6
3x6 4,
3 4
2
1
VTT T
6x8 9 15 14 16 17 13y 1819 12021 11 1 C22 23 24 25 9
3x6 II 7x12= 9- -1?01Q 4- 12 13-4&1�2= 6x8= 12x14= 3x6 II
3-8-15 7-0-9 8-1 13*15 17-8-15 21-84 21-10-0
3-8-15 3-3-11 1-0-15 0-11-8 1-4-01-4-0 4-1-1 3-11-5 0-1-12
1-34 04-8 0-3-3
Plate Offsets X Y 2:0-2-7 0-2-12, 5:0-1-0 0-1-8, 6:0-6-0 0-1-12 8:Ed e,0-2-4, 12:0-3-8 0-4-0, 13:0-3-8,0-5-0, 14:0-3-8,0-4-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.21 13-14 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.29 13-14 >877 180
BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.03 9 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:616 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 8 SYP SS purlins, except end verticals,and 2-0-0 oc purlins(6-0-0
WEBS 2 X 4 SPF No.2*Except* max.):6-8.
W9 2 X 4 SPF 2100F 1.8E,W 1 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2 2 X 4 SPF Stud,W3 2 X 4 SPF Stud WEBS 1 Row at midpt 8-9
WEDGE JOINTS 1 Brace at Jt(s):8
Left 2 X 4 SPF Stud
REACTIONS (lb/size) 9=1115910-4-6(input: 0-3-8).2=7859/0-5-8
Max Horz 2=356(LC 7)
Max Uplift9=2697(1-C 7),2=2208(LC 8)
Max Grav 9=1 1 169(LC 4),2=8152(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/71,2-3=11217/3014,3-4=-11578/3233,4-5=-9512/2549,5-6=-6383/1683,6-7=;133/859.
7-8=-3132/859,8-9=9245/2330
BOT CHORD 2-15=-2389/8153, 14-15=2389/8153,14-16=2600/8814,16-17=2600/8814,13-17=2600/8814,
13-18=-2030/7221,18-19=-2030/7221, 19-20=2030/7221,12-20=2030/7221,12-21=-1359/4962,
11-21=-1359/4962,11-22=1359/4962, 10-22=1359/4962,10-23=87/110,23-24=-87/110,
24-25=-87/110,9-25=-87/110
WEBS a=-74812 a 1-14=-lg4/1104,4-14=-1463/3883,4-13=-3301/1265,5-13=-2368/7703,
5-12=-6472/2033,6-12=-239419025,6-10=-5583/1517,7-10=-317/117,8-10=-2377/95901 !
NOTES
1)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5217 lb down
and 2068 lb up at 8-1-8, 1484 lb down and 278 lb up at 9-4-12,1266 Ib down and 239 lb up at 10-8-12,1204 lb
down and 232 lb up at 12-0-12, 1159 lb down and 237 lb up at 13-4-12,1129 lb down and 238 lb up at 14-8-12,
1129 lb down and 238 lb up at 16-0-12,1147 lb down and 238 lb up at 17-4-12,1147 lb down and 238 lb up at
18-8-12,and 1129 lb down and 238 lb up at 20-0-12,and 1129 lb down and 238 lb up at 21-8-4 on bottom chord.
The design/selection of such connection device(s)is the responsibility of others.
2)Special connection required to distribute bottom chord loads equally between all plies.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskei Road
0712035E MBR3GR MONO HIP 1
3 Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:12 2007 Page 2
NOTES
3)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2 X 8-4 rows at 0-4-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5217 lb down and 2068 lb up at 8-1-8, 1484 lb
down and 278 lb up at 9-4-12,1266 lb down and 239 lb up at 10-8-12,1204 lb down and 232 lb up at 12-0-12,1159 lb down and 237 lb up at
13-4-12,1129 lb down and 238 lb up at 14-8-12.1129 lb down and 238 lb up at 16-0-12, 1147 lb down and 238 lb up at 17-4-12, 1147 lb down and
238 lb up at 18-8-12,and 1129 lb down and 238 lb up at 20-0-12,and 1129 lb down and 238 lb up at 21-8-4 on bottom chord. The design/selection
of such connection device(s)is the responsibility of others.
4)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.
5)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and
right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
6)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);
Category II;Exp B;Fully Exp.;Ct=1.1
7)Unbalanced snow loads have been considered for this design.
8)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with
other live loads.
9)Provide adequate drainage to prevent water ponding.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)'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 1-0-0 wide will fit between
the bottom chord and any other members.
12)WARNING:Required bearing size atjoint(s)9 greater than input bearing size.
13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2697 lb uplift at joint 9 and 2208 lb uplift at joint 2.
14)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5217 lb down and 2068 lb up at 8-1-8, 1484 lb
down and 278 lb up at 9-4-12, 1266 lb down and 239 lb up at 10-8-12,1204 lb down and 232 lb up at 12-0-12,1159 lb down and 237 lb up at
13-4-12,1129 lb down and 238 lb up at 14-8-12, 1129 lb down and 238 lb up at 16-0-12, 1147 lb down and 238 lb up at 17-4-12,1147 lb down and
238 lb up at 18-8-12,and 1129 lb down and 238 lb up at 20-0-12,and 1129 lb down and 238 lb up at 21-8-4 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-6=-63,6-8=-63,2-13=-13, 13-19=-40, 12-19=-13,11-12=-40, 11-24=-13,9-24=-40
Concentrated Loads(lb)
Vert:9=-1129(B)11=1129(B)16=-5217(B)17=1484(B)18=1266(B)19=1204(B)20=1159(B)21=1129(B)22=-1147(B)23=-1147(B)
25=1129(B)
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBR4GR MONO HIP 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:20 2007 Page 1
T1-0-Q 4-1-9 8-M 12-10-3 17-6 10 22 3 1 26 11-8 27r1-4
1-0-0 4-1-9 3-10-7 4-10-3 4-8-7 4-8-7 4-8-7 0-1-12
Scale=1:49.
7x10 MT20H i
2.5x4 11 I I �x8- I I I 2.5x4 I I I I I 7x121=
5 7
10.00 12 34,i
3 W4 IVI WE Z
IV
W2
2
TT
6x8 15 14 28 29 30 31 13 32 33 3412 11 35 3637 38 1039 40 4142 9
2.50 II 3x6= Sx8= 4x6= 2.5x4 II 7x12= 3x10 II
4-1-9 8-0-0 12-10-3 17-6-10 22-3-1 26-11-8 27 1-4
4-1-9 3-10-7 4-10-3 4-8-7 4-8-7 4-8-7 0-1-12
Plate Offsets X 2:0-1-13 0-2-0, 4:0-6-8,0-1-8, 8:0-3-8,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.13 13 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.18 11-13 >999 180 MT20H 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.05 9 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:335lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc
BOT CHORD 2 X 6 SPF 165OF 1.5E purlins, except end verticals,and 2-0-0 oc purins(4-8-9
WEBS 2 X 4 SPF No.2*Except* max):4-8.
W 1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE WEBS 1 Row at midpt 8-9
Left:2 X 6 SPF 165OF 1.5E JOINTS 1 Brace at Jt(s):8
REACTIONS (lb/size) 9=5078/Mechanical,2=4075/0-5-8
Max Horz2=216(LC 7)
Max Uplift9=2058(1-C 7),2=1568(LC 8)
Max Grav9=5225(LC 4),2=4188(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/65,2-3=5717/2162,3-4=5521/2213,4-16=-5048/2036,16-17=-5045/2035,
17-18=-5044/2034,5-18=-5042/2034,5-19=5045/2035, 19-20=5045/2035,20-21=-5045/2035,
6-21=-5045/2035,6-22=2933/1195,22-23=2933/1195,23-24=-2933/1195,7-24=-2933/1195,
7-25=-2933/1195,25-26=2933/1195,26-27=2933/1195,8-27=-2933/1195,8-9=-5005/2024
BOT CHORD 2-15=-1693/4073,14-15=-1693/4073, 14-28=-1791/4259,28-29=1791/4259,29-30=-1791/4259,
30-31=-1791/4259,13-31=-1791/4259, 13-32=-1871/4610,32-33=-1871/4610,33-34=-1871/4610,
12-34=-1871/4610, 11-12=-1871/4610, 11-35=-1871/4610,35-36=-1871/4610,36-37=-1871/4610,
-23=-187114610, 10-39=-76171,39-40=-76/71,40-41=-76/71,41-42=-76,71, `7
-42-76/71
WEBS 3-15=-28/65,3-14=-239/390,4-14=-545/1529,4-13=-595/1428,5-13=-15871762,6-13=-359/870,
6-11=0/410,6-10=2979/1196,7-1 0=1 5961762,8-1 0=-1 994/5088
Continued on page 2
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
0712035E MBR4GR MONO HIP 1
2 Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:20 2007 Page 2
NOTES
1)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down and 180 lb up at 8-0-0,359 lb down
and 180 lb up at 9-4-12,359 lb down and 180 lb up at 10-8-12,359 lb down and 180 Ib up at 12-0-12,359 lb down and 180 lb up at 13-4-12,359 lb
down and 180 lb up at 14-8-12,359 lb down and 180 lb up at 16-0-12,359 lb down and 180 lb up at 17-4-12,359 lb down and 180 lb up at 18-8-12,
359 lb down and 180 lb up at 20-0-12,359 lb down and 180 lb up at 21-4-12,359 lb down and 180 lb up at 22-8-12,359 lb down and 180 lb up at
24-0-12,and 359 lb down and 180 lb up at 25-4-12,and 359 lb down and 180 lb up at 26-11-8 on top chord,and 1390 lb down and 589 lb up at
8-0-0,85 lb down at 9-4-12,85 lb down at 10-8-12,85 lb down at 12-0-12,85 Ib down at 13-4-12,85 lb down at 14-8-12,85 lb down at 16-0-12,
85 lb down at 17-4-12,85 lb down at 18-8-12,85 lb down at 20-0-12,85 lb down at 21-4-12,85 lb down at 22-8-12,85 lb down at 24-0-12,and 85
lb down at 25-4-12,and 85 lb down at 26-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
2)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2 X 4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down and 180 lb up at 8-0-0,359 lb down
and 180 lb up at 9-4-12,359 lb down and 180 lb up at 10-8-12,359 lb down and 180 lb up at 12-0-12,359 lb down and 180 lb up at 13-4-12,359 lb
down and 180 lb up at 14-8-12,359 lb down and 180 lb up at 16-0-12,359 lb down and 180 lb up at 17-4-12,359 lb down and 180 lb up at 18-8-12,
359 lb down and 180 lb up at 20-0-12,359 lb down and 180 lb up at 21-4-12,359 lb down and 180 lb up at 22-8-12,359 lb down and 180 lb up at
24-0-12,and 359 lb down and 180 lb up at 25-4-12,and 359 lb down and 180 lb up at 26-11-8 on top chord,and 1390 lb down and 589 lb up at
8-0-0,85 lb down at 9-4-12,85 lb down at 10-8-12,85 lb down at 12-0-12,85 lb down at 13-4-12,85 lb down at 14-8-12,85 lb down at 16-0-12,
85 lb down at 17-4-12,85 lb down at 18-8-12,85 lb down at 20-0-12,85 lb down at 21-4-12,85 lb down at 22-8-12,85 lb down at 24-0-12,and 85
lb down at 25-4-12,and 85 lb down at 26-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
3)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.
4)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and
right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
5)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);
Category 11;Exp B;Fully Exp.;Ct=1.1
6)Unbalanced snow loads have been considered for this design.
7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with
other live loads.
8)Provide adequate drainage to prevent water ponding.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)All plates are MT20 plates unless otherwise indicated.
11)"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 1-0-0 wide will fit between
the bottom chord and any other members.
12)Refer to girder(s)for truss to truss connections.
13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2058 lb uplift at joint 9 and 1568 lb uplift at joint 2.
14)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down
and 180 lb up at 8-0-0.359 lb down and 180 lb up at 9-4-12,359 lb down and 180 lb up at 10-8-12,359 lb down
and 180 lb up at 12-0-12,359 lb down and 180 lb up at 13-4-12,359 lb down and 180 lb up at 14-8-12,359 lb
down and 180 lb up at 16-0-12,359 lb down and 180 lb up at 17-4-12,359 lb down and 180 lb up at 18-8-12,
359 lb down and 180 lb up at 20-0-12,359 lb down and 180 lb up at 21-4-12,359 lb down and 180 lb up at
22-8-12,359 lb down and 180 lb up at 24-0-12,and 359 lb down and 180 lb up at 25-4-12,and 359 lb down and
180 lb up at 26-11-8 on top chord,and 1390 lb down and 589 lb up at 8-0-0,85 lb down at 9-4-12,85 lb down at
10-8-12,85 lb down at 12-0-12,85 lb down at 13-4-12,85 lb down at 14-8-12,85 lb down at 16-0-12,85 lb
down at 17-4-12,85 lb down at 18-8-12,85 lb down at 20-0-12,85 lb down at 21-4-12,85 lb down at 22-8-12,
85 lb down at 24-0-12,and 85 lb down at 25-4-12,and 85 lb down at 26-11-8 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-4=63,4-8=-63,2-14=13,14-29=-40,29-34= 13,34-36=-40,36-41=13.9-41=-40
Concentrated Loads(lb)
Vert:4=-323(F)9=-43(F)12=-43(F)14=-1390(F)11=-43(F)6=,-323(F)8=-323(F)16=-323(F)17=-323(F)
18=-323(F)19=-323(F)20=-323(F)21=-323(F)22=-323(F)23=-323(F)24=-323(F)25=-323(F)26=-323(F)
27=-323(F)28=-43(F)30=-43(F)4;a.L-- 2=-43(F)33=-43(F)35=-43(F)37=43(F)38=-43(F)39=43(Fl
40=-43(F)42=-43(F%
I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR5 MONO HIP 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Power7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:05:23 2007 Page 1
r1-0-0 4-8-6 9-4-0 15-1-15 + 20 11 13 27 1-4
1-0-0 4-8-6 4-7-10 5-9-15 5-9-15 6-1-7
Scale:1/4-=1
4x6,i
3x4= 3x6= 3x6 II
4
10.00 12 2.5x4
3 VIZ W3 4 W WS
W1
2
1
Sx8 II 11 12 13 10 149 15 8
3x10= 3x4= 3x4= 44=
9-4-0 18-0-14
27-1-4
9-4-0 8-8-14
9-0-0
Plate Offsets X Y 2:0-3-8 Ed e
LOADING (psf) SPACING 14-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.16 10-11 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.28 2-11 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 8 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:134 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(5-2-7
WEBS 2 X 4 SPF No.2 max.):4-7.
WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Left:2 X 6 SPF 165OF 1.5E WEBS 1 Row at midpt 7-8,5-11,5-10,6-8
REACTIONS (lb/size) 8=1172/Mechanical,2=1172/0-5-8 JOINTS 1 Brace at Jt(s):7
Max Horz 2=251(LC 7)
Max Uplift8=263(LC 7),2=221(LC 8)
Max Grav8=1 51 1(LC 4),2=1175(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-1435/230,3-4=1226/224,4-5=-938/225,5-6=1072/207,6-7=51/82,7-8=269/96
BOT CHORD 2-11=-326/986, 11-12=283/1167, 12-13=283/1167, 10-13=283/1167, 10-14=-219/680,
9-14-219/880,9-15=-219/880,8-15=-219/880
WEBS 3-11=-320/161,4-11=-33/456,5-11=-401/173,5-10=-279/132,6-10=-57/570,6-8=-1420/284
NOTES
1)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:AS'('ET-Q7, r= psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow.
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 lb uplift at joint 8
and 221 lb uplift at joint 2.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
802 10.2 and referenced standard ANSI/TPI 1.
Con in
ued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR5 MONO HIP 1 1
Truss Tech.Inc Job Reference(optional)
,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:23 2007 Page 2
NOTES
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
may_.---•.� _
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR6 MONO HIP 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:25 2007 Page 1
11-" 5-4-6 10-8-0 16-0-9 21 5 3 27 1-4
1-0-0 5-4-6 5-3-10 5-4-9 5-4-9 5-8-1
46= Scale=1:55.
3x4= 3x4- 36 II
4 5 6 7
10.00 rl2 3x6 i
w 5 W W6
3
W2
2
1
5x8 II 12 11 13 14 10 9 15 8
2.5x4 II 3x10- 3x4=3x4= 4x6=
5-4-6 10 8-0 18-8-14 27-1-4
5-4-6 5-3-10 8-0-14 8-4-6
Plate Offsets X,Y 2:0-3-8 Ed e, 4:0-4-0,0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.10 10-11 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.19 8-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:146lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(6-0-0
WEBS 2 X 4 SPF No.2*Except* max.):4-7.
W 1 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEDGE WEBS 1 Row at midpt 7-8,4-11,5-11,5-10,6-8
Left:2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):7
REACTIONS (lb/size) 8=973/Mechanical,2=286/8-5-8,12=1092/8-5-8
Max Horz2=284(LC 7)
Max Uplift8=226(1_C 7).2=-40(LC 8),12=-222(LC 8)
Max Grav8=1293(LC 4),2=436(LC 3), 12=1092(LC 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/56,2-3=294/102,34=689/152,4-5=502/159,5-6=-711/179,6-7=-58/92,7-8=247/98
BOT CHORD 2-12=138/128,11-12=-138/128, 11-13=212/746,13-14=-212/746, 10-14=-212/746,9-10=-175/598,
9-15=175/598,8-15=175/598
WEBS 3-12=1010/240,3-11=83/666,4-11=-37/130,5-11=-496/161,5-10=123/102,6-10=-28/405,
6-8=-1111/229
NOTES
1)Wind:ASCE 7-02. 11 h•h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWF.RS(low-rise) `—
gable en�zone;can I ever eft and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip -
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 lb uplift at joint 8,
40 lb ucplift atjoin�2 and 222 lb uplift atjoint 12.
Continue on Paqe
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR6 MONO HIP 1 1
Job Reference optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:25 2007 Page 2
• NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
F
Truss Truss Type Qty Ply Lot#&Maskel Road
56 ::: MBR7 MONO HIP
Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional)
7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:27 2007 Page 1
11-0:9 6-0-6 12-0-0 19-6 10 27 1-4
1-0-0 6-0-6 5-11-10 7-6-10 7-6-10
5x8/i Scale=1:59.
3x10= 3x6 II
4 5 6
10.00 12 3x6
3 W4 W4
1 W2
2
1
5x8 II 12 13 11 10 14 9 8 15 7
2.50 3x10= 3x4=2.50 11 5x8=
0-a-6 8-2-12 12-M 19 6 10 27 1-4
0-1-6 8-1-6 3-9-4 7-6-10 7-6-10
Plate Offsets X Y 2:0-3-8,Ed e, 4:0-4-12 0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.11 2-11 >902 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.22 2-11 >434 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:146 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(2-2-0
WEBS 2 X 4 SPF No.2*Except* max.):4-6.
WEDGE
W1 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,Left:2 X 6 SPF 1650E 1.5E Except:
6-0-0 oc bracing:10-11.
WEBS 1 Row at midpt 6-7,4-10,5-10,5-7
REACTIONS (lb/size) 7=913/Mechanical, 11=961/0-5-8,2=540/0-5-4 JOINTS 1 Brace at Jt(s):6
Max Horz2=317(LC 7)
Max Uplift7=220(LC 7),11=198(LC 8),2=87(LC 8)
Max Grav7=1213(LC 4),11=961(LC 1),2=697(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-583/128,3-4=-579/158,4-5=-403/156,5-6=60/104,6-7=-312/115
BOT CHORD 2-12=-203/313,12-13=-203/313,11-13=203/313,10-11=11 Ill 36,10-14=183/619,9-14=183/619,
8-9=-183/619,8-15=183/619,7-15=183/619
WEBS 3-11=-879/245,3-10=-107/675,4-10=129/108,5-10=-372/113,5-8=0/306,5-7=1012/195
NOTES
1)Wind:ASC - = ft;TCDL=4.2psf;BCDL=5.Opsf;Category II; Exp B;enclosed;MWFRS(low-rise) `7
gable enc zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 lb uplift at joint 7,
1 08 Ib lift at'oi t 11 and 87 lb uplift at joint 2.
Contlnuefgn a e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR7 MONO HIP 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:27 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR8 MONO HIP 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:05:30 2007 Page 1
?10'0 6-8-6 134-0 20-210 2714
1-0-0 6-8-6 6-7-10 6-10-10 6-10-10
5x8 Scale=1:60.
3x10 3x6 II
4 5 6
10.00 12 3x6 i
W4 W4
3
1 W2
2
1
5x8 II 12 13 11 10 14 9 8 15 7
2.5x4\\ 3x10= 3x4= 2.5x4 II 5x8=
0-1-6 8-2-12 13-4-0 20-2 10 27 1 4
0-1-6 8-1-6 5-14 6-10-10 6-10-10
Plate Offsets X, 2:0-3-8 Ede 4:0-4-12 0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.14 2-11 >668 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.26 2-11 >368 180
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IRC2003frPI2002 (Matrix) Weight:153 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(6-0-0
WEBS 2 X 4 SPF No.2*Except* max.):4-6.
W 1 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEDGE Except:
Left 2 X 6 SPF 165OF 1.5E 6-0-0 oc bracing:10-11.
WEBS 1 Row at midpt 6-7.4-10,5-10,5-7
REACTIONS (lb/size) 7=901/Mechanical,11=1011/0-5-8,2=507/0-5-4 JOINTS 1 Brace at Jt(s):6
Max Horz 2=351(LC 7)
Max Uplift7=225(LC 7),11=217(LC 8),2=73(LC 8)
Max Grav7=1167(LC 4),11=1062(LC 3),2=683(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-544/139,3-4=585/156,4-5=369/168,5-6=69/113,6-7=-281/11�
BOTCHORD 2-12=-203/270, 12-13=203/270,11-13=203/270,10-11=-143/144, 10-14=-175/500,9-14=175/500,
8-9=-175/500,8-15=175/500,7-15=-175/500
WEBS 3-11=-903/255,3-1 0=7 1154 0,4-1 0=1 53/112,5-10=-260/110,5-8=0/286,5-7=-944/196
NOTES
1)Wind, 7-02 110mnh h= 5ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise) `7
gable end e;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grin.
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord In all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 7,
217 lb lift ayoi
c�g t 11 and 73 lb uplift at joint 2.
Contmuen a e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR8 MONO HIP 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:30 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
i
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR9 MONO HIP 6 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:05:32 2007 Page 1
11-4 6-10-5 13-7.15 20-4-9 27 1-4 ,
1-0-0 6-10-5 6-9-9 6-8-11 6-8-11
5x8 ii Scale=1:61.
3x10= 3x6 II
4 5 6
10.00 12 3x6 4
W4 V I\W4
3
1 W2
2
1
5x8 II 12 13 11 14 10 15 9 8 16 7
2.50 11 3x10= 30= 2.Sx4 II 5x8=
0 8-2-12 13-7-15 20-4 9 27 1-4
0-1-6 8-1-6 5-5-3 6-8-11 6-8-11
Plate Offsets X, 2:0-3-8,Ed e, 4:0-4-12,0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.15 2-11 >643 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.27 2-11 >361 180
BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight: 155 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2*Except* max.):
except end verticals,and 2-0-0 oc purlins(6-0-0
max.):4-6.
W 1 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEDGE Except:
Left:2 X 6 SPF 1650F 1.5E 6-0-0 oc bracing:10-11.
WEBS 1 Row at midpt 6-7,4-10,5-10,5-7
REACTIONS (lb/size) 7=899/Mechanical,11=1050/0-5-8,2=500/0-5-4 JOINTS 1 Brace at Jt(s):6
Max Horz2=359(LC 7)
Max Uplift7=-226(LC 7).11=-221(LC 8),2=-70(LC 8)
Max Grav7=1156(LC 4), 11=1117(LC 3),2=679(LC 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-535/142,3-4=-586/156,4-5=-360/171,5-6=71/115,6-7=-273/11,4
BOT CHORD 2-12=203/260,12-13=-203/260, 11-13=203/260,11-14=151/147, 10-14=-151/147, 10-15=173/474
,9-15=173/474,8-9=-173/474,8-16=173/474,7-16=173/474
WEBS 3-11=-916/258,3-10=-62/512,4-10=-159/113,5-10=233/110,5-8=0/280,5-7=930/197
NOTES
1)Wind: 4 - = ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable en zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grin I
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0
tall by 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 lb uplift at joint 7,
221 lb lift at'oi t 11 and 70 lb uplift at joint 2.
Contlnuefgn a e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
� 07120356 MBR9 MONO HIP 6 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:32 2007 Page 2
NOTES
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR10 MONO TRUSS 3 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference(optional)
7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:36 2007 Page 1
-1-5-0 1-10-3_, 3-7-12 3-%13 5-7-7 7-3-4 7760 9-4-11 11-2-4
1-5-0 1-10-3 1-9-9 0-1-1 1-10-10 1-7-13 0-2-13 1-10-10 1-9-9
44 11 Scale=1:35.
5
11
1,07 12 4'
10
3 W4
9 W�
2
5x8 II 12 8 13 7 14 6
2.5x4 11 3x4= 4x6=
1-10-3 3-7-12 3-8f13 5-7-7 i 7-3-4 746r1 9-4-11 i 11-2-4
1-10-3 1-9-9 0-1-1 1-10-10 1-7-13 0-2-13 1-10-10 1-9-9
Plate Offsets X 2:0-3-8,Ed e, 5:0-3-12 Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.03 7-8 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.05 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:57 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud*Except' BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing.
WEDGE W5 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-6
Left:2 X 6 SPF 1650F 1.5E
REACTIONS (lb/size) 6=1286/Mechanical,2=886/0-7-12
Max Horz 2=211(LC 7)
Max Uplift6=-583(LC 7),2=-365(LC 8)
Max Grav6=1356(LC 3),2=1022(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59,2-9=-1236/532,3-9=-1125/511,3-10=-996/449,4-10=-745/362,4-11=-257/163,
5-11=-1 20/162,5-6=378/179
BOT CHORD 2-12=-485/942,8-12=-485/942,8-13=-485/942,7-13=-485/942,7-14=379/777,6-14=379/777
WEBS 3-8=0/130,3-7=200/132,4-7=56/372,4-6=-11681544
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end left and right exposed,.end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.3
2)TCLL:ASC:E 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'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 1-0-0 wide will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 583 lb uplift at joint 6
and 365 lb uplift at joint 2.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
Conti .2 and referenced 2erenced standard ANSI/TPI 1.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBR10 MONO TRUSS 3 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:36 2007 Page 2
• NOTES
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down and 54 lb up at 1-10-3,5 lb down and
54 lb up at 1-10-3,68 lb down and 55 lb up at 3-8-13,68 lb down and 55 lb up at 3-8-13,146 lb down and 91 lb up at 5-7-7, 146 lb down and 91 lb
up at 5-7-7,218 lb down and 124 lb up at 7-6-1,218 lb down and 124 lb up at 7-6-1,and 286 lb down and 157 lb up at 9-4-11,and 286 lb down
and 157 lb up at 9-4-11 on top chord,and 2 lb up at 1-10-3,2 lb up at 1-10-3, 13 lb down at 3-8-13,13 lb down at 3-8-13,30 lb down at 5-7-7,30
lb down at 5-7-7,48 lb down at 7-6-1,48 lb down at 7-6-1,and 66 lb down at 9-4-11,and 66 lb down at 9-4-11 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-5=-63,2-6=-13
Concentrated Loads(lb)
Vert:3=66(F=33,B=33)8=-13(F=-6,13=6)7=-48(F=-24,B=-24)4=-364(F=-182,B=-182)9=60(F=30,13=30)10=-222(F=-111,B=-111)
11=-502(F=-251,B=-251)12=2(F=1,B=1)13=-30(F=-15,B=-15)14=66(F=33,13=33)
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 0712035B MBR11 MONO TRUSS 6 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:37 2007 Page 1
1-2-15 2.5x4 II
1-0-0 1.2-15 3
Scale=1:8.
10.00 12
w1
2 T1 HW1
B1
1
4x6= 2.5x4 II
1-2-15
i
1-2-15
LOADING (psf) SPACING 1-4-0 7BC0.06
DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 Vert(LL) -0.00 2 >999 240 MT20 1971144
TCDL 7.0 Lumber Increase 1.15 Vert(TL) -0.00 2 >999 180
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 Weight 7 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-15 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
WEDGE
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=136/0-3-8,4=10/0-3-8
Max Horz 2=43(LC 7)
Max Uplift2=63(LC 8),4=-45(LC 12)
Max Grav2=209(LC 3),4=27(LC 6)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/56,2-3=75/25,3-4=-24/52
BOT CHORD 2-4=-8/11
NOTES
1)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.,Ct=1.1
3)Unbalanced snow loads have been considered for this design. r _
4)This truss eater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf or ;
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)`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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 2
and 45 lb uplift at joint 4.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
• 0712035B MBR12 MONO TRUSS 6 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:38 2007 Page 1
-1-0-0 2-6-15 2.5x411
1-0-0 2-6-15
3
Scale=1:12.
• 10.00 rl2
wt
T1
2 HW
131 Li
1
4x6= 2.5x4 II
2-6-15
2-6-15
LOADING (psf) SPACING =5BC
DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase Vert(LL) -0.00 2-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increas Vert(TL) -0.00 2-4 >999 180
BCLL 0.0 Rep Stress Incr Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003f Weight:11 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=177/0-3-8,4=69/0-3-8
Max Horz2=76(LC 7)
Max Uplift2=60(LC 8),4=-38(LC 7)
Max Grav2=268(LC 3),4=99(LC 3)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=100/44,3-4=-84/46
BOT CHORD 2-4=14/22
NOTES
1)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.,Ct=1.1
3)Unbalanced snow loads have been consj; !e�&s design.
4)This truss has been designed for greater of;:tFT iE-c�,;R3'6Fr6.0 psf or 2.00 times flat roof load of 40 0 psl U11
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift atjoint 2
and 38 lb uplift at joint 4.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR13 MONO TRUSS 5 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:39 2007 Page 1
-1-0-0 3-10-15 2.5A II
1-0-0 3-10-15
3 Scale=1:17.1
10.00 12
wt
T1
2 HW
131 Li
1
4x6= 2.50 II
3-10-15
3-10-15
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 2-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.02 2-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:16 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=221/0-3-8,4=126/0-3-8
Max Horz2=110(LC 7)
Max Uplift2=-60(LC 8).4=-56(LC 7)
Max Grav2=332(LC 3),4=184(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=134/85,3-4=-160/68
BOT CHORD 2-4=-21/33
NOTES
1)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss hse.;;„ ter of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf or
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)•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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 2
and 56 lb uplift at joint 4.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
07120356 MBR14 MONO TRUSS 5 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:40 2007 Page 1
-1-M 5-2-15
1-M 5-2-15
2.5x4 11 Scale=1:25.
3
10.00 12
1
1
2
01
44= 2.5x4 II
5-2-15
5-2-15
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.02 2-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.06 2-4 >988 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:21 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
WEDGE
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=268/0-3-8,4=180/0-3-8
Max Horz2=143(LC 7)
Max Uplift2=63(LC 8),4=-74(LC 7)
Max Grav2=402(LC 3),4=263(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-140/123,3-4=-230/90
BOT CHORD 2-4=28/43
NOTES
1)Wi&ld:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf,BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=l.1
3)Unbalanced snow loads have been consi(1y,_ s design.
4)This truss has been designed for greater of r1,rrves"awr r�0 psf or 2.00 times flat roof load of 40.0 pstrrr--
cverhangs ncn-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift atjoint 2
and 74 lb uplift at joint 4.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120358 MBR15 MONO TRUSS 5 1
Job Reference (optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:42 2007 Page 1
, -1-M , 6-6-15
1-0-0 6-6-15
2.5A II Scale=1:30.
3
10.00 12
1 li
2 w
5
4x6_ 2.5A II
6-6-15
6-6-15
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.06 2-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 2-4 >483 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003frP12002 (Matrix) Weight:26lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=327/0-3-8,4=280/0-3-8
Max Horz2=176(LC 7)
Max Uplift2=-67(LC 8),4=92(LC 8)
Max Grav2=483(LC 3),4=388(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=172/158,3-4=-298/113
BOT CHORD 2-5=35/54,4-5=-35/54
NOTES
1)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category ll;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss IT-iG ter of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf or.P
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 2
and 92 lb uplift at joint 4.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR16 MONO TRUSS 39 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:05:43 2007 Page 1
,-1-0-0, 3-10-10 8-" ,
1-" 3-10-10 4-1-6
2.5x4 11 Scale=1:36.
4
10.00 12 2.5x4
3
1
2
4x6 II
3x4=
8-0-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.14 2-5 >655 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.35 2-5 >262 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 5 n/a rl/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:36lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE W1 2 X 4 SPF Stud WEBS 1 Row at midpt 4-5
Left:2 X 4 SPF Stud
REACTIONS (lb/size) 2=370/0-3-8,5=288/0-3-8
Max Horz2=212(LC 7)
Max Uplift2=72(LC 8),5=113(LC 8)
Max Grav2=551(LC 3),5=422(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-448f74,3-4=-154/93,4-5=-160/73
BOT CHORD 2-5=-117/250
WEBS 3-5=-327/169
NOTES
1)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf,BCDL=5,Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33. -
2)TCLL:ASCE 7-02; Pr=40.0 psf(roof livg er DOL=1.15 Plate DOL=1 15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Catee �t c ,rpz'Jtp, Ct=1
3)Unbalanced snow loads have been consider ed for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 2
and 113 lb uplift at joint 5.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
' 0712035E MBRI7GR HIP 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,ThomasTh6mas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:46 2007 Page 1
3-11-0 7-6-8 12-7-11 17-7-1 22-M 27-5-15 32-5-5 37-M 41-4-15 45-6-8 4 -6 8
3-11-0 3-7-8 5-1-3 4-11-7 4-11-7 4-11-7 4-11-7 5-1-3 3-10-7 4-1-9 1-U
Scale=1:78.
7x12 MT18H=
7x12 MT18H=
x4± t 11
2.5 II Sx8 S1
8 5
x8 2 x4
7 6 7 8 79 0
10.00 12
4x6 G
4x6
3 4 M W 3 4 W M 4 M W 12
2
1
W
13
_ o
10x14 25 24 44 45 46 433 48 2249 250 51 52 5320 54 55 561957 18 58 17 59 60 61 636 15 Bx12
U12 4-2.50 II 6x8= 8x12=8x14 MT20H WB= 5x8= 2.5x4 11 8x12= 6x8= 2.5x4 II
2 5x4 II 8x14 MT20H W8=
3-11-0 7-6-8 12-7-11 17-7-1 22-6-8 27-5-15 32-5-5 37-6-8 41-4-15 45-6-8
3-11-0 3-7-8 5-1-3 4-11-7 4-11-7 4-11-7 4-11-7 5-1-3 3-10-7 4-1-9
Plate Offsets X Y 1:0-0-12 0-3-8 4:0-8-12,0-2-12, 11:0-9-0,0-3-0, 13:0-2-2,Ed e, 16:0-3-8 0-3-0, 24:0-3-8,0-3-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.49 20 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.68 20 >803 180 MT20H 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.23 13 n/a n/a MT18H 197/144
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:617 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc
BOT CHORD 2 X 6 SPF 2100F 1.8E*Except* purlins,except
B2 2 X 6 SPF 165OF 1.5E 2-M oc purlins(4-7-5 max.):4-11.
WEBS 2 X 4 SPF No.2'Except* BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing.
W 1 2 X 4 SPF Stud,W2 2 X 4 SPF Stud
WEDGE W5 2 X 4 SPF Stud,W6 2 X 4 SPF Stud
Right:2 X 6 SPF 165OF 1.5E
SLIDER Left 2 X 10 DF No.2 2-6-0
REACTIONS (lb/size) 1=7659/Mechanical,13=7646/0-5-8
Max Horz 1=169(LC 6)
Max Upliftl=-2983(LC 7),13=2979(LC 9)
Max Grav 1=8117(LC 3).13=8158(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension '
TOP CHORD 1-2=10851/4021,2-3=10726/4029,3-4=11044/4238,4-26=-12049/4717,26-27=12045/4716,
27-28=-12043/4715,5-28=-12040/4714,5-29=-12044/4716,29-30=-12044/4716,
30-31=-12044/4716,6-31=-12044/4716,6-32=14924/5841,32-33=-14924/5841,
33-34=-14924/5841,7-34=-14924/5841,7-8=-14924/5841,8-35=-14924/5841,35-36=-14924/5841,
-3 =- S 4 37=-14924/5841,9-38=-12238/4787,38-39=-12238/4787,
=`39-4 = 4787, 10-40=-12238/4787, 10-41=-12234/4785,41-42=12237/4786, -�
42-43=12239/4787,11-43=-12243/4788,11-12=-11505/4405, 12-13=-11607/4300, 13-14=0/74
BOT CHORD 1-25=-2982/7669,24-25=298217669,24-44=-3370/8592,44-45=3370/8592,45-46=-3370/8592,
46-47=3370/8592,23-47=-3370/8592,23-48=-5559/14189,48-49=5559/14189,
22-49=5559/14189,22-50=5559/14189,21-50=-5559/14189,21-51=5559/14189,
51-52=-5559/14189,52-53=-5559/14189,20-53=5559/14189,20-54=5552/14285,
54-55=5552/14285,55-56=-5552/14285,19-56=-5552/14285,19-57=-5552/14285,
18-57=-5552/14285, 18-58=-5552/14285, 17-58=5552/14285,17-59=3337/8837,
59-60=3337/8837,60-61=-3337/8837,61-62=-3337/8837,16-62=-3337/8837,15-16=-3121/8476,
13-15=3121/8476
WEBS 3-25=-513/231,3-24=658/1494,4-24=-315/903,4-23=-2327/5907,5-23=14741724,
6-23=-3789/1488,6-21=01426,6-20=553/1373,7-20=-1724/839,9-20=-500/1226,9-19=0/423,
9-17=-3622/1424, 10-17=1522/744, 11-17=-2297/5822,11-16=-504/1421,12-16=-360/699,
Continued on ale 2 5= 145/98
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBRI7GR HIP 1
Job Reference(optional)
" Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:47 2007 Page 2
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2 X 6-2 rows at 0-7-0 oc.
Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc.
Webs connected as follows:2 X 4-1 row at 0-9-0 oc.
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.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and
right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
• 5)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);
Category II;Exp B;Fully Exp.;Ct=1.1
6)Unbalanced snow loads have been considered for this design.
7)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with
other live loads.
8)Provide adequate drainage to prevent water ponding.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)All plates are MT20 plates unless otherwise indicated.
11)"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 1-M wide will fit between
the bottom chord and any other members.
12)Refer to girder(s)for truss to truss connections.
13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2983 Ib uplift at joint 1 and 2979 Ib uplift at joint 13.
14)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TP11.
15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)323 Ib down and 180 Ib up at 7-6-8,323 Ib
down and 180 Ib up at 8-11-4,323 Ib down and 180 Ib up at 10-3-4,323 Ib down and 180 Ib up at 11-7-4,323 Ib down and 180 lb up at 12-11-4,
323 Ib down and 180 Ib up at 14-3-4,323 Ib down and 180 lb up at 15-7-4,323 lb down and 180 Ib up at 16-11-4,323 Ib down and 180 Ib up at
18-3-4,323 Ib down and 180 Ib up at 19-7-4,323 Ib down and 180 Ib up at 20-11-4,323 Ib down and 180 Ib up at 22-3-4,323 Ib down and 180 lb
up at 22-9-12,323 Ib down and 180 lb up at 24-1-12,323 Ib down and 180 Ib up at 25-5-12,323 Ib down and 180 Ib up at 26-9-12,323 Ib down
and 180 Ib up at 28-1-12,323 Ib down and 180 Ib up at 29-5-12,323 Ib down and 180 Ib up at 30-9-12,323 Ib down and 180 Ib up at 32-1-12,323
Ib down and 180 Ib up at 33-5-12,323 Ib down and 180 Ib up at 34-9-12,and 323 Ib down and 180 Ib up at 36-1-12,and 323 lb down and 180 Ib
up at 37-6-8 on top chord,and 1390 Ib down and 589 Ib up at 7-6-8,85 lb down at 8-11-4,85 Ib down at 10-3-4,85 Ib down at 11-7-4,85 Ib down
at 12-11-4,85 Ib down at 14-3-4,85 Ib down at 15-7-4,85 Ib down at 16-11-4,85 Ib down at 18-3-4,85 Ib down at 19-7-4,85 Ib down at 20-11-4
85 Ib down at 22-3-4,85 Ib down at 22-9-12,85 Ib down at 24-1-12,85 Ib down at 25-5-12,85 Ib down at 26-9-12,85 lb down at 28-1-12,85 lb
down at 29-5-12,85 Ib down at 30-9-12,85 Ib down at 32-1-12,85 Ib down at 33-5-12,85 Ib down at 34-9-12,and 85 Ib down at 36-1-12,and
1390 Ib down and 589 lb up at 37-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASES) Standard
1)Snow:Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert 1-4=-63,4-11=63,11-14=63,1-24=-13,24-45=-40,45-49=-13,49-52=-40,52-55=-13,18-55=-40,18-61=-13, 16-61=-40, 13-16=13
Concentrated Loads(lb)
Vert:4=323(13)11=-323(B)24=1390(B)23=-43(B)5=-323(B)20=85(13)7=646(B)10=323(13)17=-43(B)16=1390(B)18=-43(B)
26=323(13)27=323(13)28=-323(B)29=-323(B)30=323(13)31=-323(B)32=-323(B)33=-323(B)34=323(13)35=323(131)36=-323(B)
37=323(B)38=-323(B)39=-323(B)40=-323(B)41=-323(B)42=-323(B)43=-323(B)44=-43(B)46=-43(B)47=-43(8)48=-43(B)49=-43(B)
50=43(B)51=43(B)52=-43(B)53=-43(B)54=-43(B)55=-43(B)56=-43(B)57=-43(B)58=-43(B)59=-43(B)60=-43(B)62=-43(B)
Job Truss Truss Type Qty T710h
#6 Maskel Road
0712035E MBR18 HIP 1 Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:50 2007 Page 1
4-7-0 8-10-8 15-M 22-6-8 29-4-8 36-2-8 40-10-2 i 45-6-8 4 -6 8
4-7-0 4-3-8 6-10-0 6-10-0 6-10-0 6-10-0 4-7-10 4-8-6 1-"
Scale-1:78.
5x8=
4x6 Us_ 4x6 46= 5x8
4 5 6 7 8 9
93
10.00 FfY
2.50
2.5x4
3 W 4 W 5 W3 10
2 1 W
1
11 1
7x12
5x8
18 19 20 17 16 21 15 22 14 23 13 7x12=
G
5x8= 5x8 WB= 3x6= 5x8 WB= 5x8-
4x6=
8-10-8 17-11-13 27-1-3 36-2-8 45 6-8
8-10-8 9-1-5 9-1-5 9-1-5 9-4-0
Plate Offsets X,Y 1:0-0-3 0-2-8, 4:0-4-12 0-2-12, 9:0-4-12,0-2-12, 11:0-0-0 0-0-4
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.34 15-17 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.52 15-17 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.19 11 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:243 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc
BOT CHORD 2 X 4 SPF 2100F 1.8E purlins,except
WEBS 2 X 4 SPF No.2*Except* 2-0-0 oc purlins(4-6-5 max.):4-9.
W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing.
SLIDER Left 2 X 4 SPF Stud 2-11-12 WEBS 1 Row at midpt 5-18,6-17,6-15,8-13
REACTIONS (lb/size) 1=1905/Mechanical,11=1982/0-5-8
Max Horz 1=-195(LC 6)
Max Upliftl=-365(LC 7),11=376(LC 6)
Max Grav 1=2630(LC 3),11=2754(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3546/516,2-3=3391/522,3-4=3217/534,4-5=-2464/458,5-6=-3605/641,6-7=3621/645,
7-8=3621/645,8-9=-2502/464,9-10=-3346/544,10-11=3657/538,11-12=0/67
BOT CHORD 1-18=-497/2440,18-19=651/3452,19-20=651/3452,17-20=651/3452,16-17=692/3763,
16-21=692/3763, 15-21=692/3763, 15-22=-591/3475, 14-22=-591/3475,14-23=591/3475,
13-23=-591/3475,11-13=336/2592
WEBS 3-18=-106/288,4-18=184/1348,5-18=1770/387,5-17=84/721,6-17=-485/162,6-15=-463/158,
8-15=-81/693,8-13=-1750/385,9-13=-195/1433,10-13=-151/165
NOTES
1)UnbalanceU roof live oa s ave been considered for this design. -
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
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 1-0-0 wide will fit between the bottom chord and any other members.
Refer to Miirder�sVor truss to truss connections.
ntlnued o a
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR18 HIP 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 0 i-,fm Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:50 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 365 lb uplift at joint 1 and 376 lb uplift at joint 11.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBR19 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 Ts Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:54 2007 Page 1
• 5-3-0 10-2-8 16-5-6 22-6-8 28-7-10 34-10-8 40-0-9 45-6-8 4 -6 8
5-3-0 4-11-8 6-2-14 6-1-2 6-1-2 6-2-14 5-2-1 5-5-15 1-0-0
Scale=1:78.
6x8=
2.5x4 II 5x8= 46= 2.5x4 II 6x8
4 5 6 7 8 9
10.00 12
4x6�i
4x6 O
3 4 ZN V
10
2 2 W
a.
11
7x12=4x6,i �o
22 21 20 23 19 24 18 17 16 25 15 26 14 13 7x12=
US2.5x4 II 3x6=
6x8= Sx6 WB=2.Sx4 II 5x8 WB= 6x8= 3x6= 2.50 II
5-3-0 10-2 8 16 5 6 I 22-0 8 28-7-10 34-10-8 40-0-9 45-6-8
5-3-0 4-11-8 6-2-14 6-1-2 6-1-2 6-2-14 5-2-1 5-5-15
Plate Offsets X,Y 1:0-0-3,0-2-8 4:0-5-12 0-3-0, 9:0-5-12 0-3-0, 11:0-0-0 0-0-4
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.26 15-17 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.37 15-17 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.21 11 n/a n/a
BCDL 10.0 Code IRC2003[TP12002 (Matrix) Weight:282 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
WEBS 2 X 4 SPF No.2*Except` 2-0-0 oc purlins(4-11-13 max.):4-9.
W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing.
SLIDER Left 2 X 8 SYP SS 3-4-11 WEBS 1 Row at midpt 5-19,6-19,6-15,8-15
REACTIONS (lb/size) 1=1934/Mechanical,11=1986/0-5-8
Max Horz 1=-221(LC 6)
Max Uplift1=332(LC 7). 11=344(LC 6)
Max Grav 1=2634(LC 3),11=2734(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3570/453,2-3=3397/468,3-4=3129/502,4-5=3047/543,5-6=3045/544,6-7=3061/547,
7-8=-3061/547,8-9=-3063/547,9-10=-3229/510,10-11=-3654/480,11-12=0/67
BOT CHORD 1-22=-484/2472,21-22=-484/2472,20-21=-484/2472,20-23=-443/2347,19-23=-443/2347,
19-24=-576/3259, 18-24=576/3259,17-18=-576/3259,16-17=-576/3259, 16-25=576/3259,
15-25=-576/3259, 15-26=-310/2366,14-26=310/2366, 13-14=293/2592, 11-13=-293/2592
WEBS 3-21=0/125,3-20=-180/168,4-20=-71/282,4-19=-331/1509,5-19=-596/194,6-19=-622/146,
6-17=0/217,6-15=-602/142,8-15=608/196,9-15=-331/1505,9-14=74/360, 10-14=-312/168,
10-13=0/140
NOTES - -
1)Unbalanced root live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02,Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B; Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
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 b d 1-0-0 wide will fit between the bottom chord and any other members.
Contlnuon page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120356 MBR19 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:54 2007 Page 2
NOTES
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 332 lb uplift at joint 1 and 344 lb uplift at joint 11.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
I '� 1
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR20 HIP 1 1
Job Reference(optional)
- Truss Tech.Inc,Monroe,CT 06468,Thomas Poiner 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:57 2007 Page 1
5-11-0 11-8-8 18-11-1 26-1-15 33-6-8 39-6-2 45-6-8 4 -0
5-11-0 5-7-8 7-4-9 7-2-13 7-4-9 5-11-10 6-0-6 1-0-0
Scale-1:78.
6x8=
2.5x4 II 7x12= 5x8=
4 5 6 7
10.00 12
X46
4x6 13 W4 W4 W42 W2
1
10
— 4x6�i o
8x12— 19 18 20 17 7x12=21 16 22 15 14 23 13 24 12 25
4x6 i- 2.5x4 II Us=
6x8= 2.Sx4 II 5x8= 2.5x4 II
3x6
5-11-0 11 6 8 18-11-1 26-1-15 33-" 39-6-2 45-6-8
5-11-0 5-7-8 7-4-9 7-2-13 7-4-9 5-11-10 6-0-6
Plate Offsets X 1:Ed a 0-3-8 4:0-5-8 0-3-0, 6:0-6-0,0-4-8, :0-4-12,0-2-12, 10:0-0-0 0-0-4
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.26 13-15 >999 240 MT20 1971144
TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.38 13-15 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.20 10 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:269 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc
BOT CHORD 2 X 4 SPF No.2 purlins,except
WEBS 2 X 4 SPF No.2*Except* 2-0-0 oc purlins(5-1-1 max.):4-7.
W1 2 X 4 SPF Stud,W6 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing.
SLIDER Left 2 X 4 SPF Stud 3-9-15 WEBS 1 Row at midpt 5-16,6-16,6-13
REACTIONS (lb/size) 1=1996/Mechanical, 10=205710-5-8
Max Horz 1=246(LC 6)
Max Upliftl=-298(LC 7). 10=339(LC 9)
Max Grav 1=2667(LC 3). 10=2776(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3619/406,2-3=-3428/422,3-4=-3074/457,4-5=2851/479,5-6=2849/480,6-7=-2315/402,
7-8=-2825/462,8-9=-3164/442,9-10=-3712/432,10-11=0/67
BOT CHORD 1-19=-473/2514,18-19=-473/2514,18-20=-473/2514, 17-20=-473/2514, 17-21=-416/2291,
16-21=-416/2291,16-22=-457/2882,15-22=-457/2882,14-15=-457/2882,14-234-457/2882,
13-23=-457/2882, 13-24=253/2636, 12-24=253/2636,12-25=-253/2636, 10-25=-253/2636
WEBS 3-18=0/143,3-17=315/184,4-17=-82/407,4-16=-301/1307,5-16=-726/232,6-16=203/107,
6-15=0/273,6-13=-1340/300.7-13=130/1234,9-13=-446/195,9-12=0/157
NOTES
1)Unbalan ced root live oa s have been considered for this desicr, -
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed,end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
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 1-0-0 wide will fit between the bottom chord and any other members.
8)Refer to girder(Wor truss to truss connections.
ntlnued 0 a
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR20 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:38:57 2007 Page 2
NOTES
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 1 and 339 lb uplift at joint 10.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR21 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:00 2007 Page 1
6-8-6 13-4-0 19-9-5 26-2-11 32-8-0 39-3-10 46-M 47-010
6-8-6 6-7-10 6-5-5 6-5-5 6-5-5 6-7-10 6-8-6 1 0-0
Scale=1:79.
Sx8=
Sx8=
4x6= 7x12=
10.00 12 4 5 6 7
4x6 ii
4x6
4x6 xi 3 8
4x6 Q
2 W 5 W 4 9
W2 W2
1 I
Al
~ 10
FM I
1�
0
7x12= 19 18 20 17 21 16 22 15 23 14 24 13 25 12 26 7x12=
2.5x4 II 5x8= 5x8 WB= 3x6= 5x8 WB= 5x8= 2.5x4 II
6-8-6 i 13-4-0 23-M 32.8-0 39-3-10 46-M
6-8-6 6-7-10 9-8-0 9-8-0 6-7-10 6-8-6
Plate Offsets X Y 1:0-0-0,0-0-4 4:0-4-12 0-2-12, 6:0-6-0 0-4-8, :0-4-12 0-2-12 10:0-0-0 0-0-4
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.35 15-17 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.55 15-17 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.19 10 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix) Weight:265 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc
BOT CHORD 2 X 4 SPF No.2*Except* pudins,except
B2 2 X 4 SPF 210OF 1.8E 2-0-0 oc purlins(5-5-6 max.):4-7.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W 1 2 X 4 SPF Stud WEBS 1 Row at midpt 2-17,5-17,6-13,9-13
REACTIONS (lb/size) 1=2009/0-5-8,10=2088/0-5-8
Max Horz 1=272(LC 6)
Max Uplift1=299(LC 8),10=346(1_C 9)
Max Grav1=2652(LC 3),10=2774(LC 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3666/402,2-3=3075/391,3-4=2698/412,4-5=-2216/388,5-6=2555/382,6-7=-2212/386,
7-8=2691/412,8-9=3068/390,9-10=3697/396, 10-11=0/67
BOT CHORD 1-19=-478/2639, 18-19=-478/2639,18-20=-478/2639, 17-20=-478/2639,17-21=-432/2551,
16-21=-432/2551, 16-22=-432/2551,15-22=-432/2551,15-23=391/2547,14-2°3 391/2547,
14-24=391/2547, 13-24=391/2547,13-25=212/2625,12-25=-212/2625,12-26=-212/2625,
10-26=212/2625
WEBS 2-18=0/186,2-17=-578/231,4-17=124/1215,5-17=-1120/287,5-15=-39/341,6-15=-39/343,
6-13=-1121/287,7-13=-122/1215,9-13=-564/225,9-12=0/182
NOTE„ _ �-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
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
tail b -0-0 wide will fit between the bottom chord and any other members.
Continu �on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR21 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:01 2007 Page 2
NOTES
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 299 lb uplift at joint 1 and 346 lb uplift at joint 10.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#16 Maskel Road
0712035B MBR22 HIP 2 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:04 2007 Page 1
-1-0P 6-10-5 , 13-7-15 19-10-10 26 1-6 324 1 38 9 9 45-6-8 ,
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 6-5-7 6-8-15
Scale=1:79.
5x8=
4x6= 4x6= 46= 5x8=
10.00 F12 5 g 7 8 9
46
5x8
46 i, 4 10
4x6
3 w 5 W 4 11
W2 W6 12
13
�12
9
7x12 21 20 22 4x6 =
19 23 18 24 17 25 16 26 15 27 14 28 Bx12
2.50 II 5x8= SA WB= 3x6= 3x6= 3x10= 2.5x4 II 4x6
6-10-5 13-7-15 23-M 324-1 38-9-9 45-6-8
6-10-5 6-9-9 94-1 94-1 6-5-7 6-8-15
Fte Offsets Y 2:0 0-0,0-0-4, 5:0-4-12,0 2-12, 9:0 4-120-2-12, 13:0-0-0,0-4-13ADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
LL 40.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.33 17-19 >999 240 MT20 197/144
DL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 17-19 >999 180
LL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.18 13 n/a n/a
DL 10.0 Code IRC2003ITP12002 (Matrix) Weight:271 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc
BOT CHORD 2 X 4 SPF N0.2*Except* purlins,except
62 2 X 4 SPF 2100F 1.8E 2-0-0 oc pur►ins(5-6-10 max.):5-9.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W7 2 X 4 SPF Stud WEBS 1 Row at midpt 3-19,6-19,6-17,7-15, 11-15
SLIDER Right 2 X 4 SPF Stud 44-6
REACTIONS (lb/size) 2=2085/0-5-8,13=2015/Mechanical
Max Horz2=278(LC 7)
Max Uplift2=-347(LC 8),13=298(LC 9)
Max Grav2=2764(LC 3),13=2645(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=-3678/396,3-4=3026/387,4-5=2819/409,5-6=-2172/388,6-7=-2462/380,
7-8=2155/386,8-9=-2159/386,9-10=2799/411, 10-11=-2968/389,11-12=3�66/390,
12-13=-3540/373
BOT CHORD 2-21=-478/2611,20-21=-478/2611,20-22=-478/2611, 19-22=47812611,19-23=-423/2464,
18-23=-423/2464, 18-24=423/2464,17-24=-423/2464,17-25=382/2452, 16-25=-382/2452,
16-26=-382/2452, 15-26=-382/2452,15-27=195/2491, 14-27=-195/2491, 14-28=-195/2491,
13-28=195/2491
WEBS 3_ n=nr g5 -19=-596/230,5-19=-122/1194,6-19=-1073/281,6-17=-42/327,7-17=-45/354,
77/280.9-15=-123/1145,11-15=-479/221, 11-14=0/178 I
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
AThis triss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
ntlnue on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR22 HIP 2 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:04 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift atjoint 2 and 298 lb uplift at joint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes U2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR23 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:08 2007 Page 1
45-6-8
-0 6-10-5 13-7-15 19-10-10 26-1-6 32-4-1 37-2-1 42-0-0 4-0
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 4-9-15 4-9-15 2-"1-6 ""
5x8=
=
4x6= 4x6= US= 5x8
10.00 12 5 6 7 8 9
IVI
4x6,i
4x6 ii 4 ' 46,�
10
3 w 5 W 4
7x12= 7x12=
5x8=
W2 W 11 12
13
9 j
�12 1 4
N
O
7x12= 23 22 24 21 25 20 26 19 27 18 28 17 29 30 16 15 14
2.5x4 II 5x8= 5x8 WB= 3x6= 46= 5x8= 3x6= 3x6 II
7x12=
45-6-8
6-10-5 13-7-15 23-M 32-4-1 42-M 4-0-0
6-10-5 6-9-9 9-4-1 9-4-1 9-7-15 2-0-0 1-6 8
Plate Offsets X, 20-0-0 0-0-4, 5:0-4-12 0-2-12, 9:0-4-12 0-2-12, 12:0-4-12,0-2-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.36 19-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.55 19-21 >988 180
BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(TL) 0.18 14 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:285 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc
BOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2*Except* purlins, except end verticals,and 2-0-0 oc purlins(5 6-13
p max.):5-9,11-12.
W1 2 X 4 SPF Stud,W8 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except:
W9 2 X 4 SPF Stud,W8 2 X 4 SPF Stud 8-2-4 oc bracing:2-22
W 11 2 X 4 SPF Stud,W 10 2 X 4 SPF Stud 10-0-0 oc bracing: 14-15.
WEBS 1 Row at midpt 3-21,6-21,6-19,7-19,7-17,
REACTIONS (lb/size) 2=2080/0-5-8,14=1992/Mechanical 10-17, 10-16
Max Horz 2=307(LC 7)
Max Uplift2=346(LC 8), 14=-297(LC 9)
Max Grav2=2760(LC 3),14=2618(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3629/394,3-4=-3022/385,4-5=-2815/407,5-6=-2169/386,6-7=2451/378,
7-8=2135/376,8-9=-2139/376,9-10=2905/419, 10-11=-3175/465,11-12=-1124/172,
12-13=-1427/198, 13-14=2521/307
BOT CHORD 2-23=510/2606,22-23=510/2606,22-24=-510/2606,21-24=510/2606,21-25=-457/2456,
20-25=-457/2456,20-26=-457/2456,19-26=-457/2456, 19-27=-417/2441,18-27=-417/2441,
18-28=-417/2441, 17-28=-417/2441, 17-29=-240/2348,29-30=-240 2348, 16-30=-240/2348,
5-16=-218 -383, 14-15=-18/48 «--�
WEB- 3-22=0/192,3-21=-594/231,5-21=-I20/1188,6-21=-I 056/281,6-19=-44/321,7-19=45/33G,
7-17=-1072/277,9-17=150/1194, 10-17=-414/219, 10-16=-208/101,11-16=-12/452,
11-1 5=-2714/258, 12-15=-93/596,13-15=197/1913
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-cDncurrent with other live loads.
Continued 6n page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR23 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:08 2007 Page 2
NOTES
6)Provide adequate drainage to prevent water ponding.
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift at joint 14.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR24 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Polder 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:12 2007 Page 1
-1-0z0 6-10-5 13-7-15 19-10-10 26-1-6 32-4 1 36-6 1 40-8-0 ,42 8-Q 45-6 8 ,
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 4-1-15 4-1-15 2-0-0 2-10-8
Scale=1:81.
5x8=
5x8=
4x6= 4x6= 4x6=
10.00 12 5 6 7 8 9
4x6
4x6 Q
4x6 4 10
3 w 5 W 4 7x12cl =5x8=
11 12
W
7x12=
13
9 l 12 W 1 Ia4o
O N
7x12= 23 22 24 21 25 20 26 19 27 18 28 17 29 30 16 15 14
2.5x4 II 5x8= 5x8 WB= 34= 3x6= 5x8= 3x6=5x12= 3x6 II
6-10-5 13-7-15 23-0-0 32 4-1 40 8-0 2 8 45 6 8
6-10-5 6-9-9 94-1 9-4-1 8-3-15 2-" 2-10-8
Plate Offsets X Y 2:0-0 0.0-04, 5:0-4-12 0-2-12 9:04-12 0-2-12 12:0-4-12 0-2-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.34 19-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.52 19-21 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.17 14 n/a n/a
BCDL 10.0 Code IRC2003lTP12002 (Matrix) Weight 290 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc
BOT CHORD 2 X 4 SPF No.2*Except'
B2 2 X 4 SPF 2100F 1.8E max.):
except end verticals,and 2-0-0 oc purlins(5 6-13
max.):5-9,11-12.
WEBS 2 X 4 SPF No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W8 2 X 4 SPF Stud WEBS 1 Row at midpt 3-21,6-21,6-19,7-17, 10-17,
W9 2 X 4 SPF Stud,W8 2 X 4 SPF Stud 10-16,11-15
W11 2 X 4 SPF Stud,W10 2 X 4 SPF Stud
REACTIONS (lb/size) 2=2080/0-5-8, 14=1983/Mechanical
Max Horz2=307(LC 7)
Max Uplift2=346(LC 8), 14=-297(LC 9)
Max Grav2=2760(LC 3), 14=2609(LC 4)
FORCES (lb)-Maximum CompressiorVMaximum Tension
TOP CHORD 1-2=0/67,2-3=-3629/394,3-4=-3021/385,4-5=-2814/407,5-6=2169/386,6-7=2453/377,
7-8=2132/376,8-9=-2135/376,9-10=2870/427,10-11=3177/480, 11-121 1545/237,
12-13=2034/259, 13-14=-2568/308
BOT CHORD 2-23=-513/2606,22-23=-513/2606,22-24=-513/2607,21-24=-513/2607,21-25=-460/2457,
20-25=-460/2457,20-26=-460/2457,19-26=-460/2457, 19-27=-421/2442,18-27=-421/2442,
18-28=421/2442, 17-28=-42112442, 17-29=-2562313,29-30=-25612313, 16-30=-256/2313,
1 -16=-221/2395, 14-15=-13130
W - - =0/194,3-21=-595/230,5-21=120/1187,6-21=-1061/280,6-19=-43/325,7-19=-42/34,,
7-17=-1076/271,9-17=165/1211,10-17=-418/218, 10-16=-133/171,11-16=11/314,
11-1 5=-2296/210, 12-15=-97/847, 13-15=-180/1920
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf,BCDL=5.Opst Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
o�erha s non- ncurrent with other live loads.
Continue Sh a eT
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR24 SPECIAL 1 1
Job Reference(optional)
. Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:12 2007 Page 2
NOTES
6)Provide adequate drainage to prevent water ponding.
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift at joint 14.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSUTPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120358 MBR25 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:16 2007 Page 1
6-10-5 , 13-7-15 19-10-10 26-1-6 32-4 1
39-4-0 ,41-4-0, 45-6 8
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 6-11-15 2-M 4-2-8
Scales 1:81.
5x8=
44= 46= 4x6= 5x8=
10.00 12 5 6 7 8 9
4x6//
4
4x6 G
7x12=5x8=
3 5 W 4 10 11
W2 7x12=
W6 8 r 12 (q
^;12 0 I°9
O "
7x12= 22 21 23 20 24 19 25 18 26 17 27 16 28 15 14 13
2.5x4 II 5x8= 5x8 WB= 3x6= Us= 300= 2.5x4 II 3x6 II
5x12
6-10-5 13-7-15 23-0-0 32-4-1 39-4-0 1-4 45-6-8
6-10-5 6-9-9 9-4-1 9-4-1 6-11-15 2-M 4-2-8
Plate Offsets X Y 2:0-0-0,0-0-4, 5:0-4-12 0-2-12, 9:0-4-12 0-2-12 11:0-4-12,0-2-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.33 18-20 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 18-20 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.17 13 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:285 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc
BOT CHORD 2 X 4 SPF No.2*Except* purlins, except end verticals,and 2-0-0 oc purlins(5-7-1
B2 2 X 4 SPF 2100F 1.8E max.):5-9, 10-11.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W7 2 X 4 SPF Stud WEBS 1 Row at midpt 3-20,6-20,6-18,7-16, 10-16,
W8 2 X 4 SPF Stud,W7 2 X 4 SPF Stud 10-14
W 10 2 X 4 SPF Stud,W9 2 X 4 SPF Stud
REACTIONS (lb/size) 2=2068/0-5-8, 13=1944/Mechanical
Max Horz 2=307(LC 7)
Max Uplift2=346(LC 8),13=297(LC 9)
Max Grav2=2747(LC 3), 13=2570(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=-3654/394,3-4=-3001/388,4-5=-2794/410,5-6=-2153/38Q,6-7=-2430/379,
7-8=2108/384,8-9=2112/384,9-10=-2916/393, 10-11=-1 744/280,11-12=2346/294,
12-13=-2535/311
BOT CHORD 2-22=51512593,21-22=-515/2593,21-23=515/2593,20-23=-515/2593,20-24=-464/2437,
19-24=-464/2437, 19-25=-464/2437,18-25=-464/2437,18-26=-427/2410, 17-26=-427/2410,
17-27=-427/2410, 16-27=-427/2410, 16-28=-237/2372, 15-28=-237/2372, 14-15=-236/2374,
13-14=-9143
=01195,3-20=-597/230,5-20=-121/1177,6-20=-1052/280,6-18=-41/306,7-18=37/36c,
7-16=1099/274,9-16=-138/1113,10-16=-356/198, 10-15=0/130,10-14=2057/250,
11-14=-149/1061, 12-14=-197/1916
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
oyerha s non-c ncurrent with other live loads.
Continued n page
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR25 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:17 2007 Page 2
NOTES
6)Provide adequate drainage to prevent water ponding.
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift atjoint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR26 SPECIAL 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7 Job Reference o tio Fri s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:21 2007 Page 1
-1-0.10 6-10-5 , 13-7-15 19-10-10 26 1-6 32-4 1 38-M 40-0:q 45-6 8
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 5-7-15 2-0-0 5-6-8
Scale=1:81.
5x8=
5x8=
4x6= US= US=
10.00 12 g 6 7 8 9
Cal
4x6 ii
4x6 4, 4 7x12—
5x8=
10 11
3 w 5 W 4
W2 W 8 7x12=
12
�12 W9 0
m
O N
7x12= 22 21 23 20 24 19 25 18 26 17 27 16 28 15 14 13
2.5x4 II 5x8= 5x8 WS= 3x6= 3x6= 3x10= 2.5x4 II 3x6 11
5x12=
6-10-5 13-7-15 23-M 32-4-1 38-M 0-0 45-6-8
6-10-5 6-9-9 9-4-1 9-4-1 5-7-15 2-0-0 5-6-8
Plate Offsets X Y 2:0-M 0-0-4, 5:0-4-12,0-2-12, 9:0-4-12 0-2-12, 11:0-4-12,0-2-12
LOADING (psf) SPACING 1-4-0 7(Matrix)
DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 Vert(LL) -0.33 18-20 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 Vert(TL) -0.50 18-20 >999 180
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.16 13 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 Weight:290 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc
BOT CHORD 2 X 4 SPF No.2'Except* purlins, except end verticals,and 2-0-0 oc purlins(5-7-0
B2 2 X 4 SPF 2100F 1.8E max.):5-9, 10-11.
WEBS 2 X 4 SPF No.2`Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W 10 2 X 4 SPF Stud WEBS 1 Row at midpt 3-20,6-20,6-18,7-16, 10-16,
W9 2 X 4 SPF Stud 10-14,12-13
REACTIONS (lb/size) 2=2071/0-5-8,13=1947/Mechanical
Max Horz2=307(LC 7)
Max Uplift2=346(LC 8),13=297(LC 9)
Max Grav2=2751(LC 3),13=2574(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3659/394,3-4=-3006/391,4-5=2799/413,5-6=2157/3W,6-7=-2436/384,
7-8=2110/381,8-9=-2114/381,9-10=2824/405, 10-11=-1869/311,11-12=2560/315,
12-13=-2529/314
BOT CHORD 2-22=-518/2596,21-22=518/2596,21-23=-518/2596,20-23=-518/2596,20-24=-468/2442,
19-24=-468/2442,19-25=-468/2442,18-25=-468/2442,18-26=-432/2418,17-26=-432/2418,
17-27=-432/2418, 16-27=-432/2418, 16-28=-261/2318,15-28=-261/2318,14-15=-260/2320,
13-14=-4/76
WEBS _ 1= ! 3-20=-597/230,5-20=-120i1179,6-20=-1055/280,6-18=-42/313, 7-18=-35/365,
- 6=-1092/267,9-16=-131/1101,10-16=343/190, 10-15=0/61,10-14=-1730/214, 11-14=-95/980,
12-14=216/1924
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11 Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp,B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
&ProvidS ade2uat�drainage to prevent water ponding.
ntinue on e
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120358 MBR26 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:21 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift at joint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR27 SPECIAL 1 1
Truss Tech.Inc,—Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Job Reference(optional)
Industries,Inc. Fri Dec 21 10:39:25 2007 Page 1
1-010 6-10-5 13-7-15 19-10-10 26 1 6 32-4 1 36 8-0 ,38 8-0, 45-6 8
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 4-3-15 2-M 6-10-8
Scale=1:81.
5x8=
5x8=
4x6= 4x6= 4x6=
10.00 12 5 6 7 8 9
4x6,i
7x12=5x8=
06 4, 4 ' 10 11
3 w 5 W 4
W Wr SAF
W2 8x12
12
2 W9 0
�1D4N
7x12= 22 21 23 20 24 19 25 18 26 17 27 16 28 15 14 13
2.Sx4 II 5x8= 5x8 WB= 3x6= 3x6= 3x10= 2.5x4 II 3x6 II
012=
6-10-5 13-7-15 23-0-0 32-4-1 36-8-0 8-8 45-6-8
6-10-5 6-9-9 9-4-1 9-4-1 4-3-15 2-M 6-10-8
Plate Offsets X Y 2:0-0-0 0-0-4 5:0-4-12 0-2-12, 9:0-4-12,0-2-12 11:0-4-12 0-2-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.33 18-20 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 18-20 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.16 13 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:295 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 44-8 oc
BOT CHORD 2 X 4 SPF No.2*Except* purlins, except end verticals,and 2-0-0 oc purlins(5-6-15
B2 2 X 4 SPF 2100F 1.8E max.):5-9, 10-11.
WEBS 2 X 4 SPF No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud WEBS 1 Row at midpt 3-20,6-20,6-18,7-16, 10-16,
REACTIONS (lb/size) 2=2071/0-5-8, 13=1941/Mechanical 10-14
Max Horz 2=307(LC 7)
Max Uplift2=346(LC 8),13=297(LC 9)
Max Grav2=2751(LC 3), 13=2567(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3660/394,3-4=-3007/395,4-5=2800/417,5-6=-2158/386,6-7=-2437/388,
7-8=-2109/378,8-9=-2113/378,9-10=2754/415, 10-11=1934/336,11-12-2692/328,
12-13=-2514/318
BOT CHORD 2-22=520/2597,21-22=-520/2597,21-23=-520/2597,20-23=520/2597,20-24=-472/2443,
19-24=-472/2443, 19-25=-472/2443,18-25=-472/2443,18-26=-437/2420, 17-26=-437/2420,
17-27=-437/2420, 16-27=-437/2420,16-28=-280/2244, 15-28=-280/2244, 14-15=-280/2244,
13-14=15/120
WEBS 3-21=0/195,3-20=-597/230,5-20=-120/1179,6-20=-1055/279,6-18=-42/315,3-18=-33/366,
7-16=-1084/261,9-16=-138/1067, 10-16=-303/186, 10-15=-15/3, 10-14=-1372/248, 11-14=-124/956,
- - =-239/1SOG -
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate 130L=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
&This tryss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
ntlnue on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR27 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:25 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection
(by others)of truss to bearing plate capable of withstanding 346 lb uplift atjoint 2 and 297 lb uplift at joint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR28 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:29 2007 Page 1
-1-010 6-10-5 13-7-15 19-10-10 26-1-6 32-4 1 35-4-0 ,37-4-Q 41 3-8 45-6 8
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 2-11-15 2-0-0 3-11-8 4-3-0
Scale=1:81.1
Sx8=
-
4x6= 4x6= 4x6= US8
10.00 12 5 g 7 8 9
4x6 ij 7x12—
Sx8=
10 11
4x6,i 4
3
W 5 W 4 4x6��
12
W 8
W2 4x6 II
W 13
^{12 1 IN
0 1
7x12 23 22 24
21 25 20 26 19 27 18 28 17 29 16 15 30 31 14
2.5x4 II Sx8= 5x8 WB= 3x6= 3x6= 3x10= 2.5x4 II Sx8=
Sx8=
6-10-5 13-7-15 23-" 32-4-1 35-4-0 7-4 45-6-8
6-10-5 6-9-9 9-4-1 9-4-1 2-11-15 2-" 8-2-8
Plate Offsets X Y 2:0-0-0 0-0-4 5:0-4-12 0-2-12, 9:0-4-12 0-2-12, 11:0-4-12 0-2-12
LOADING (psf) SPACING 1-4 0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.33 19-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 19-21 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.17 14 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:307 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc
BOT CHORD 2 X 4 SPF No.2*Except* purlins, except end verticals,and 2-0-0 oc purlins(5-6-13
B2 2 X 4 SPF 2100F 1.8E max.):5-9, 10-11.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1 2 X 4 SPF Stud,W11 2 X 4 SPF Stud WEBS 1 Row at midpt 3-21,6-21,6-19,7-17, 10-17,
REACTIONS (lb/size) 2=2075/0-5-8,14=1986/Mechanical 10-16, 10-15, 12-14
Max Horz2=307(LC 7)
Max Uplift2=-346(LC 8),14=-297(LC 9)
Max Grav2=2755(LC 3),14=2613(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=-3666/394,3-4=3013/398,4-5=2806/420,5-6=2162/386,6-7=2444/392,
7-8=-2121/377,8-9=-2124/377,9-10=-2686/421,10-11=1958/338,11-12=2590/376, 12-13=-342/89
,13-14=363/96
BOT CHORD 2-23=523/2601,22-23=-523/2601,22-24=-523/2601,21-24=523/2601,21-25=-476/2450,
20-25=-476/2450,20-26=-476/2450,19-26=-476/2450,19-27=-442/2429,18-27=-442/2429,
18-28=-442/2429, 17-28=-442/2429, 17-29=295/2182, 16-29=-295/2182, 15-16=-296/2180,
15-30=-170/1659,30-31=-1 70/1659, 14-31=1 70/1659
WEBS 3-22=0/195,3-21=-596/230,5-21=-1 20/1183,6-21=-1059/279,6-19=-42/319,7-19=-32/363,
7-17=-10701255,9-17=-153/1035, 10-17=-229/215, 10-16=-124/0, 10-15=-1143/252, 11-15=-109,1916
- — T2-15=-122'566,12-14=-2638/29i. -
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02,Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
&This tryss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
ntlnue on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR28 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:29 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift at joint 14.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
' I
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR29 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:33 2007 Page 1
36-0-0
-0 6-10-5 13-7-15 19-10-10 26-1-6 32-4-1 4-0 40-7-8 45-6-8
1-0-0 6-10-5 6-9-9 6-2-12 6-2-12 6-2-12 1-7-152-M 4-7-8 4-11-0 Scale=1:81.1
Sx8=
4x6 4x6= 4x6 Sx8=
= =
10.00 12 5 6 7 8 9 7x12=
SxB=
4x6 G 10 11
4x6 4
4x6
3 w 5 W 4 12
8
VV2 W 4x6 11
13 qq
^12
O N
7x12= 23 22 24 21 25 20 26 19 27 18 28 17 16 15 29 30 14
2.5x4 II Sx8= Sx8 WB= 3x6= 34= 3x10= 5x8= Sx8=
2.5x4 11
36-"
6-10-5 13-7-15 23-0-0i 32 4-1 -0 45 6 8
6-10-5 6-9-9 9-4-1 9-4-1 1-7-152-" 9-6-8
Plate Offsets X,Y 2:0-0-0 0-0-4, 5:0-4-12,0-2-12, 9:0 4-12 0-2-12, 11:0-4-12 0-2-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.33 19-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.50 19-21 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.17 14 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:313 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc
BOT CHORD 2 X 4 SPF No.2*Except*
B2 2 X 4 SPF 2100F 1.8E purlins, except end verticals,and 2-0-0 oc purlins(5 6-15
WEBS 2 X 4 SPF No.2'Exce t' max.):5-9, 10-11.
W1 2 X 4 SPF Stud p BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 3-21,6-21,6-19,7-17, 10-16,
REACTIONS (lb/size) 2=2068/0-5-8,14=1974/Mechanical 10-15,12-14
Max Horz 2=307(LC 7)
Max Uplift2=346(LC 8),14=-297(LC 9)
Max Grav2=2747(LC 3),14=2600(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3654/394,3-4=3002/402,4-5=2794/424,5-6=2154/386,6-7=2429/397,
7-8=2102/378,8-9=2106/378,9-10=2442/404,10-11=-1935/351,11-12=2623/385, 12-13=-419/97
, 13-14=-425/108
BOT CHORD 2-23=-525/2593,22-23=-525/2593,22-24=525/2593,21-24=525/2593,21-25=-480/2437,
20-25=-480/2437,20-26=-480/2437,19-26=-480/2437, 19-27=-446/2412,18-27=-446/2412,
18-28=446/2412, 17-28=-446/2412, 16-17=-310/2081, 15-16=-310/2077,15-29=-183/1730,
29-30=183/1730, 14-30=-18311730
WEBS 3-22=0/195,3-21=-597/230,5-21=-120/1176,6-21=-1050/280,6-19=-42/310,7-19=-30/371,
7-17=-1072/251,9-17=-124/799, 10-17=-114/502, 10-16=-273/0, 10-15=-991/278, 11-15=-107i872,
5=123/485, 12-14=-2573/3'i 2
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
&This trtr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
ntinued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR29 SPECIAL 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Inc.Job Reference(optional)
7.020 s Nov 9 2007 MiTek Industries, Fri Dec 21 10:39:33 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 297 lb uplift at joint 14.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR30 SPECIAL 1 1
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier Job Reference Inc.(optional)
_ 7.020 s Nov 9 2007 MiTek Industries,I Fri Dec 21 10:39:37 2007 Page 1
34-8-0
- -0 0 6-11-14 13-7-15 19-11-4 26-0-12 32-4-1 32 -0 39.11-8 45 6-8
1-0-0 6-11-14 6-8-0 6-3-5 6-1-9 6-3-5 0-3-15 5-3-8 5-7-0 tale=1:82.
tOz14=
2-0-0
=
3x6 II 5x8= 6x8=
10.00 12 5 10x14=8x12
6 7 8 9 10
4x6,i
4x6 4 4x6
3 W3 4 w 4 11
5
Al W2y/7 8x12=
12
�t2 W9 0
m
7x12= 23 22 24 21 20 19 25 18 17 26 16 27 15 28 14 13
2.5x4 II 34= 3x6= 5x8= 2.5x4 4x6= 5x8= 3x10= 3x6 II
3x6= 34-8-0
6-11-14 13-7-15 19-11-4 26-0-12 32-4-1 32 -0 39-11-8 45-6-8
6-11-14 6-8-0 6-3-5 6-1-9 6-3-5 0-3-15 5-3-8 5-7-0
2-"
Plate Offsets X Y 2:0 0-0 0-0-4, 5:0-7-0,0-4-5, 10:0 10-0 0-5-5, 14:0-3-8,0-1-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.22 19-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.31 16-18 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.17 13 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:338 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc
T3 2 X 8 SYP SS,T5 2 X 8 SYP SS,T4 2 X 8 SYP SS purlins, except end verticals,and 2-0-0 oc purlins(5-11-4
BOT CHORD 2 X 4 SPF No.2 max.):5-10.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing.
W1 2 X 4 SPF Stud,W9 2 X 4 SPF Stud WEBS 1 Row at midpt 3-21,5-19,6-19,7-19,7-16,
REACTIONS (lb/size) 2=2089/0-5-8, 13=1975/Mechanical 9-15
Max Horz2=296(LC 7)
Max Uplift2=346(LC 8), 13=282(LC 9)
Max Grav2=2823(LC 3), 13=2602(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3766/405,3-4=3102/418,4-5=2725/440,5-6=-2569/433,6-7=-2569/433,
7-8=2114/379,8-9=-2123/378,9-10=1950/357,10-11=-2643/399,11-12=2575/310,
12-13=2558/296
BOT CHORD 2-23=522/2673,22-23=522/2673,22-24=522/2673,21-24=-522/2673 20-21=433/2230,
19-20=-433/2230, 19-25=-455/2514,18-25=-455/2514,17-18=-455/2514, 17-26=-455/2514,
16-26=-455/2514,16-27=342/2105,15-27=-342/2105, 15-28=-193/1848, 14-28=-193/1848,
13-14=-10/98
WEBS 3-22=01215,3-21=-600/223.5-21=-1 031565,5-19=-285/1091,6-19=-630/202,7-19=-200/116,
- _ 7-16=-1098/236,9-16=-173/1060,9-15=-1283/295, 10-15=-160/1035, 11-15=-147/410,
-14=-645/122, 12-14=-199/1906 -
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
��ntThis tndlss has be
nue on page 2n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR30 SPECIAL 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:37 2007 Page 2
NOTES
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 1-0-0 wide will fit between the
bottom chord and any other members.
9)Refer to girder(s)for truss to truss connections.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift atjoint 2 and 282 lb uplift atjoint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR31 HIP 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Folder 7.020 s Nov 9 2007 MITek Industries,Inc. Fri Dec 21 10:39:41 2007 Page 1
-1-U 6-10-5 13-7-15 20-7-4 1 27-4 12 34-4 1 39 9 9 45 6 8
1-0-0 6-10-5 6-9-9 6-11-5 6-9-9 6-11-5 5-5-7 5-8-15
Scale=1:79.
6x8=
2.50 II 46=5x8= 5x8=
10.00 12 5 6 7 8 g
4x6,i
4x6 ii 4 4x6
10
3 W4 W W4
W2 w 8x12=
11
W7
^f 12 N
O 82
7x12= 21 20 22 19 18 17 23 16 15 24 14 25 13 12
2.5x4 II 3x6= 3x6= 5x8= 2.5x4 II Sx8= 3x10= 3x6 II
3x6=
6-10-5 13-7-15 20-7-4 27-4-12 34-4-1 39-9-9 45-6-8
6-10-5 6-9-9 6-11-5 6-9-9 6-11-5 5-5-7 5-8-15
Plate Offsets X Y 2:0-0 0 0 0-4 5:0-5-4 0-3-0, 9:0-4-12 0-2-12, 13:0-3-8 0-1-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.23 17-19 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.32 17-19 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.17 12 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:289 lb
LUMBER BRACING
TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(5-5-3
WEBS 2 X 4 SPF No.2`Except' max.):5-9.
W 1 2 X 4 SPF Stud,W7 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing.
WEBS 1 Row at midpt 3-19,5-17,6-17,8-17
REACTIONS (lb/size) 2=2080/0-5-8,12=1972/0-5-8 2 Rows at 1/3 pts 8-14
Max Horz2=307(LC 7)
Max Uplift2=346(LC 8), 12=-284(LC 9)
Max Grav2=2807(LC 3), 12=2599(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/67,2-3=3747/396,3-4=3085/407,4-5=-2699/429,5-6=2556/425,6-7=-2554/426,
7-8=2554/426,8-9=1920/354,9-10=2641/396,10-11=-2592/31 0,11A2=-2553/299
BOT CHORD 2-21=528/2662,20-21=-528/2662,20-22=-528/2662,19-22=-528/2664,18-19=-438/2211,
17-18=-438/2211,17-23=-436/2424,16-23=436/2424,15-16=-436/2424, 15-24=-436/2424,
14-24=-436/2424,14-25=190/1858, 13-25=190/1858,12-13=9/104
WEBS 3-20=0/208,3-19=601/228,5-19=-100/568,5-17=-276/1054,6-17=691/222,8-17=-94/268,
8-15=0/260,8-14=-1370/299,9-14=-117/1018. 10-14=150/392, 10-13=-628/114,11-13=-195/1901
NOTES
r
Una ance roo live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf,BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr--40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
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 1-0-0 wide will fit between the bottom chord and any other members.
Continued on page 2
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR31 HIP 1 1
Job Reference(optional)
. Truss Tech.Inc,Monroe,CT 06468,Thomas Pcider 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:41 2007 Page 2
NOTES
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 284 lb uplift at joint 12.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/fPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
0712035E MBR32 MONO TRUSS 1 1
Truss Tech.Inc,Monroe,CT 06468 7
, .
Thomas Poirier Job Reference optional)Fri s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:42 2007 Page 1
3-5-7 2.50,II
3-5-7
3
Scale=1:16.
10.00 12
T1
2 w1
1
1
81 Li
464, 0
i300 II 3-5-7 2.5x4 II
3-5-7
Plate Offsets X Y 1:0-3-8 Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.00 1-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 1-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.0 HHorz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:17lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 SPF 1650F 1.5E 2-3-3
REACTIONS (lb/size) 1=126/0-3-8,4=12610-3-8
Max Horz 1=103(LC 7)
Max Uplift1=14(LC 6).4=62(LC 7)
Max Grav1=184(LC 3),4=184(LC 3)
FORCES (lb)-Maximum CompressiorVMaximum Tension
TOP CHORD 1-2=-105/52,2-3=-70/80,3-4=-162/73
BOT CHORD 1-4=-21/33
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf,Category ll;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.,Ct=1.1 .
3)Unbalanced snow loads have been considered for this design. _-
41 Pls fruss nas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -�
5)*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 1-0-0 wide will fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1
and 62 lb uplift at joint 4.
7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBR33 MONO TRUSS 1 1
Job Reference(optional)
. Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:43 2007 Page 1
4-9-7 2.5x4 11
4-9-7
3
Scale=1:21.
10.00 F12
1 wi
2
1
1
4x6/i
3x10 II 49-7 2.5x4 II
4-9-7
Plate Offsets X,Y 1:0-3-8,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.02 1-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.05 1-4 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:23lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 SPF 1650F 1.5E 3-1-10
REACTIONS (lb/size) 1=176/0-3-8,4=176/0-3-8
Max Horz 1=136(LC 7)
Max Upliftl=-1 3(LC 6),4=78(LC 7)
Max Grav1=259(LC 3),4=259(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-140/67,2-3=-91/114,3-4=228/94
BOT CHORD 1-4=-28/43
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber.DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct=1.1
3)Unbalanced snow loads`R!: nC�dpie�f,�r this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loans.
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 1-0-0 wide will fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 lb uplift at joint 1
and 78 lb uplift at joint 4.
7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR34 MONO TRUSS 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:44 2007 Page 1
• 6-1-7
6-1-7
2.5x4 11 Scale=1:30.
3
10.00 12
2 1
1
4x6 4x6
5
300 II 2.5A 11
6-1-7
6-1-7
Plate Offsets X Y 1:0-3-8 Ed e
LOADING (psf) SPACING 1-4-0 7BC0.26
DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 Vert(LL) -0.05 1-4 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 Vert(TL) -0.13 1-4 >563 180
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 Weight:30lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end
BOT CHORD 2 X 4 SPF No.2 verticals.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2 X 6 SPF 1650F 1.5E 4-0-1
REACTIONS (lb/size) 1=238/0-3-8,4=274/0-3-8
Max Horz 1=169(LC 7)
Max Upliftl=-15(LC 8),4=96(LC 8)
Max Grav1=344(LC 3),4=381(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-174/83,2-3=-112/147,3-4=-293/116
BOT CHORD 1-5=-35/54,4-5=35/54
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.,Ct=1.1
3 Unbalancedn ads have been considered for this design.
4) 1 ni`truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live load,
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 1-0-0 wide will fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 1
and 96 lb uplift at joint 4.
7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR35 SPECIAL 14 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:49 2007 Page 1
• 49-"
l-0,0 6-3-2 12-5-8 13-7-a5 20-7-4 27-4-12 34-4 1 38 5 5 42-6 8 45 2 14,48-0-0, ,
1-0-0 6-3-2 6-2-6 1-2-7 6-11-5 6-9-9 6-11-5 4-1-3 4-1-3 2-"- -0�le=1:88.
7x12 MT18H-i
7x12 MT18H
2.50 II 3x10= 3x10=
5 6 7 8 9
4
4x6 Q
10.00 12 10
3x6�� W6 W6 W6
4
3 '3x4 II 4Q
8 1All 1 N
W2 36\\
12
w
W3 Rd10 1 N 13 1' 4
22 27 21 28 20 2919 18 30 31 rff
5x8 I I 26 25 24 6x8= 4x6 11
6x8= 2.5x4 II 3x6= 16 15
3x6= 3x4 II 3x10= 3x4 II 3x6=
7x12= 7x12=
13-7-15 45-2-14 48-0-0
0-1-6 6-3-2 12-2-12 12r6-8, 20-7-4 27-4-12 34-4 1 42-6-8 42r9-4 ,47 9 1$
0-1.6 6-1-12 5-11-10 0-2-12 6-11-5 6-9-9 6-11-5 8-2-7 0-2-12 2-6-14
1-2-7 2-5-10 0-2-4
Plate Offsets X Y 2:0-3-8,Ed a 5:0-8-4 0-1-4, 9:0-8-4 0-1-4, 22:0-3-8,0-3-0, 23:0-7-4,0-4-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.14 20-21 >999 240 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.21 17-18 >999 180 MT18H 197/144
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.06 16 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:289 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc
BOT CHORD 2 X 4 SPF No.2*Except* purlins,except
B5 2 X 4 SPF Stud 2-0-0 oc purlins(4-2-6 max.):5-9.
WEBS 2 X 4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-6-9 oc bracing. Except:
W 1 2 X 4 SPF Stud,W 10 2 X 4 SPF Stud 1 Row at midpt 4-23
WEDGE W9 2 X 4 SPF Stud,W11 2 X 4 SPF Stud WEBS 1 Row at midpt 5-22,6-21,7-21,7-18, 10-17
Left:2 X 6 SPF 1650F 1.5E,Right:2 X 6 SPF 165OF 1.5E
REACTIONS (lb/size) 24=1655/0-5-8,16=1701/0-5-8,2=709/0-5-4,13=198/0-3-8
Max Horz2=272(LC 7)
Max Uplift24=375(LC 7),16=304(LC 6),2=-112(LC 8),13=-72(LC 9)
Max Grav24=2226(LC 3),16=2372(LC 4),2=1025(LC 3), 13=331(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-1100/157,3-4=574/213,4-5=-650/209,5-6=1312/320,6-7=-1311/320,
7-8=1181/282,8-9=1183/282,9-10=-1631/317,10-11=-130/137,11-12=34/165,12-13=-187/102,
13-14=0/58
BOT CHORD 2-26=-189/680,25-26=-189/680,24-25=-69/43,23-24=-2197/397,4-23=1698/258,22-23=-1 151334,
22-27=-132/518,21-27=-132/518,21-28=-257/1541,20-28=-257/1541,20-29=-257/1541,
19-29=-2-A7?7 --��1L5y1, 18-30=-91/972,30-31=-91/972, 17-31 r -
16-17=-2356;310,11-17=-415/165, 15-16=-141/0, 13-15=-67/6F
WEBS 3-25=0/150,23-25=-228/763,3-23=-484/207,4-22=-202/1340,5-22=1264/252,5-21=-264/1457,
6-21=690/213,7-21=-428/66,7-20=0/244,7-18=-788/195,9-18=-60/404,10-18=-122/548,
10-17=-1949/256,15-17=0/203, 12-17=139/105,12-15=-39/35
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category Il;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
Continued on page 2
Job Truss 1 Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBR35 SPECIAL 14 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:49 2007 Page 2
NOTES
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with
other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)All plates are MT20 plates unless otherwise indicated.
9)'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 I-M wide will fit between the
bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 375 lb uplift atjoint 24,304 lb uplift at joint 16, 112 lb
uplift atjoint 2 and 72 lb uplift at joint 13.
11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Cty Ply Lot#6 Maskel Road
0712035E MBV1 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poider 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:51 2007 Page 1
2-8-0 7-7-0
2-8-0 4-11-0
3x4= Scale=1:14.
2.5x4 11 2.5x4 II
2 3
T2
10.00 12 Li Li
T ST1 VV1
1
B1
2.5x4 G 2.5x4 11 2.5x4 II
7-7-0
7-7-0
Plate Offsets X,Y 2:0-2-0,0-1-13
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.38 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:21 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 7-7-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins:2-4.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):4
REACTIONS (lb/size) 1=85/7-7-0,5=117/7-7-0,6=332/7-7-0
Max Horz 1=58(LC 7)
Max Upliftl=9(LC 8),5=52(LC 6),6=92(LC 7)
Max Gravl=126(LC 3),5=196(LC 4),6=362(LC 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=58/58,2-3=12/18,3-4=12/18,4-5=176/62
BOT CHORD 1-6=-12/18,5-6=12/18
WEBS 3-6=-303/121
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Pla.asl c`a�orn i , Exp B; Fully Exp.,Ct=1.1
3)Unbalanced snow loads have been considered for this design. 1
4)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Gable requires continuous bottom chord bearing.
7)•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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 lb uplift at joint 1,52
lb uplift at joint 5 and 92 lb uplift at joint 6.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#F6 Maskei Road
0712035B MBV2 VALLEY 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:52 2007 Page 1
5-4-0 8-11-0
5-4-0 3-7-0
3x4= Scale=123.
2.5x4 II 2.5x4 II
3 4
2 El
10.00 12
T T w1
1
2.5x4�i 2.5x4 II 2.5x4 11
8-11-0
8-11-0
Plate Offsets X,Y 3:0-2-0 0-1-13
LOADING (psf) SPACING 1-4-0 7WB0.10
DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 Weight:30lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins:3-4.
WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s):4
REACTIONS (lb/size) 1=149/8-11-0,5=171/8-11-0,6=419/8-11-0
Max Horz 1=125(LC 7)
Max Upliftl=-1 3(LC 8),5=-44(LC 6),6=101(LC 7)
Max Grav 1=237(LC 3),5=232(LC 4),6=419(LC 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-111/116,2-3=118/65,3-4=26/40,4-5=169/53
BOT CHORD 1-6=26/40,5-6=26/40
WEBS 2-6=-286/136 ,
NOTES
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category il;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category il;Exp B;Fully Exp.,Ct=1.1
snow loads have been considered for this design. -
4)Provide adequate drainage to prevent water pond ing.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 lb uplift at joint 1,
44 lb uplift at joint 5 and 101 lb uplift at joint 6.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBV3 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Polder 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:53 2007 Page 1
8-0-0 10-3-0
8-0-0 2-3-0
44 Scale=1:34.1
2.Sx4 II
4 5
2.5x4 11
3
10.00 12
T
T
2.5x4 II
2
1
2.5x4,-,
2.5x4 11 2.5x4 11 2.5x4 11
10-3-0
10-3-0
Plate Offsets X 4:0-2-4,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) 11defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:39lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(6-0-0
WEBS 2 X 4 SPF No.2 max.):4-5.
OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-6
JOINTS 1 Brace at Jt(s):5
REACTIONS (Ib/size) 1=39/10-3-0,6=177/10-3-0,7=405/10-3-0,8=253/10-3-0
Max Horz 1=191(LC 7)
Max Upliftl=-57(LC 6),6=50(1-C 7),7=-128(LC 8).8=143(LC 8)
Max Grav1=114(LC 7),6=227(LC 4),7=505(LC 3),8=385(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-186/100,2-3=134/118,3-4=-113/62,4-5=-35/59,5-6=151/46
BOT CHORD 1-8=-45/63,8-9=-45/63,7-9=45/63,6-7=-45/63
WEBS 3-7=-357/140,2-8=350/174
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf,J3CDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(tow-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33. .E
3)TC!L:ASCE 7-02;Pr=d i fps roo; Ive oa Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snov.1:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift atjoint 1,
50 lb uplift at joint 6, 128 lb uplift at joint 7 and 143 lb uplift at joint 8.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
E(S)—Stands
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
` 0712035E MBV4 VALLEY 1 1
Job Reference(optional)
• Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:55 2007 Page 1
10-8-0 11-7 Q
t
10-8-0 0-11-0
3x6= Scale=1:45.
3x4 11
4 5
2.5x4
r
10.00 12 3
T
2.5x4 II
2
1
3x6,9 8 9 7 6
2.5x4 II 2.5x4 II 30 II
11-7-0
11-7-0
Plate Offsets X Y 4:0-4-0 0-1-12
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:48 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals,and 2-0-0 oc purlins(6-0-0
WEBS 2 X 4 SPF No.2 max.):4-5.
OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-6
JOINTS 1 Brace at Jt(s):5
REACTIONS (lb/size) 1=94/11-7-0,6=171/11-7-0,7=427/11-7-0,8=318/11-7-0
Max Horz 1=258(LC 7)
Max Uplift1=64(LC 6),6=71(LC 7).7=156(LC 8),8=160(LC 8)
Max Grav 1=146(LC 7),6=171(LC 1),7=568(LC 3),8=461(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=237/131,2-3=175/130,3-4=144/84,4-5=-50/78,5-6=-101/57
BOT CHORD 1-8=58/86,8-9=-58/86,7-9=-58/86,6-7=58/86 ,
WEBS 3-7=-407/155,2-8=372/185
NOTES ,
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02; 11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 plate grip -
DOL=1.33.
7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow. r
Lumber DOL=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
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)Gable requires continuous bottom chord bearing.
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 1-0-0 wide will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 1,
71 lb uplift at joint 6,156 lb uplift at joint 7 and 160 lb uplift atjoint 8.
10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails.
OAD-CASE
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035E MBV5 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:56 2007 Page 1
12-11-0
12-11-0
3x6 11 Scale=1:53.
4
2.5x4 II
10.00 12 3
2.5x4 11 T
2
1
3x10 Ai 7 6 5
2.50 11 2.5x4 11 3x6 11
12-11-0
12-11-0
Plate Offsets Y 1:0-8 2 Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:57 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF No.2*Except* WEBS 1 Row at midpt 4-5
ST1 2 X 4 SPF Stud
REACTIONS (lb/size) 1=139/12-11-0,5=171/12-11-0,6=419/12-11-0,7=420/12-11-0
Max Horz 1=309(LC 7)
Max Uplift1=72(LC 6),5=87(LC 7),6=160(LC 8),7=-193(LC 8)
Max Grav1=206(LC 3),5=232(LC 3),6=558(LC 3),7=593(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-281/161,2-3=203/154,3-4=-145/109,4-5=161/65
BOT CHORD 1-7=-67/101,6-7=-67/101,5-6=67/101
WEBS 3-6=399/148,2-7=-443/217
NOTES
1)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category ll;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed„end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE 7-02;--Qv --- r ro f rv- ad:Lumber DOL=1.15 Plate QOL=1.15);PL=40 n a,_t rfla rnaf
Lumber DOL=1.15 Pla. D = . , a egory II;Exp B;Fully Exp.;Ct=1.i I
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Gable requires continuous bottom chord bearing.
6)'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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 1,
87 lb uplift at joint 5,160lb uplift atjoint 6 and 193 lb uplift at joint 7.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
` 0712035B MBV6 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468 ,Thomas Polder 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:39:58 2007 Page 1
14-3-0
14-3-0
4x6 11 Scale=1:58.
5
2.5x4 11
4
Z
3x4 9 10 8 7 6
2.5x4 11 2.5x4 11 2.5x4 11 3x6 11
14-3-0
14-3-0
Plate Offsets X Y 5:0 4-2,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.33 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 6 n/a rya
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:66lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud'Except' WEBS 1 Row at midpt 5-6,4-7
ST3 2 X 4 SPF No.2
REACTIONS (lb/size) 1=32/14-3-0,6=168/14-3-0,7=435/14-3-0,8=393/14-3-0,9=256/14-3-0
Max Horz 1=343(LC 7)
Max Uplift1=107(LC 6).6=-92(LC 7),7=171(LC 8),8=161(LC 8),9=-136(LC 8)
Max Grav1=217(LC 7),6=227(LC 3),7=583(LC 3),8=538(LC 3),9=377(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=345/184,2-3=284/171,3-4=214/171,4-5=146/116,5-6=158/63
BOT CHORD 1-9=-74/111,9-10=74/111,8-10=74/111,7-8=74/111,6-7=-74/111
WEBS 4-7=-413/144,3-8=399/203,2-9=336/153
NOTES ,
1)Wind:ASCE 7-02; 110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33. "
2)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
=1.15 Plate DOL=1.15);Category ll;Exp B;Fully Exp.;Ct= .1 -
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Gable requires continuous bottom chord bearing.
6)•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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 1,
92 lb uplift at joint 6,171 lb uplift at joint 7,161 lb uplift atjoint 8 and 136 lb uplift atjoint 9.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
07120358 MBV7 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:40:00 2007 Page 1
15-7-0
15-7-0
06 11 Scale:3116'=1
5
2.50 11
4
10.00 12
2.5A 11
IV
3
2.5A 11
2
1
1
3x6 q 9 10 6 7 6
2.5A 11 2.5A 11 2.5A 11 3x6 11
15-7-0 ,
15-7-0
Plate Offsets X 5:0-4-2,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.40 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:74 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud*Except* WEBS 1 Row at midpt 5-6,4-7
ST3 2 X 4 SPF No.2
REACTIONS (lb/size) 1=90/15-7-0,6=168/15-7-0,7=434/15-7-0,8=406/15-7-0,9=323/15-7-0
Max Horz 1=376(LC 7)
Max Upliftl=-105(LC 6),6=-99(LC 7),7=174(LC 8),8=156(LC 8),9=160(LC 8)
Max Grav1=225(LC 7),6=227(LC 3),7=583(LC 3),8=547(LC 3),9=466(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-364/200,2-3=-292/184,3-4=225/187,4-5=145/122,5-6=158/61
BOT CHORD 1-9=81/122,9-10=-81/122,8-10=81/122,7-8=-81/122,6-7=-81/122
WEBS 4-7=-416/155,3-8=392/202,2-9=376/171
NOTES
1)Wind:ASCE 7-02;11Omph;h=25ft;tCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2)TCLL:ASCE ad:Lumber DOL=1.15 Plate DOL=1.15);2'-:;4����f
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp 8;Fully Exp.;Ct=1.
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Gable requires continuous bottom chord bearing.
6)•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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift atjoint 1,
99 lb uplift atjoint 6,174 lb uplift atjoint 7,156 lb uplift atjoint 8 and 160 lb uplift atjoint 9.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
0712035B MBV8 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:40:01 2007 Page 1
4
16-11-0
16-11-0
10.00 12 5x8 Scale=1:69.
304, 6
2.5x4 11
5
4
2.5x4 11
IVI
T
2.5x4 11
2
1
1
3x10 4, 10 9 8 7
2.Sx4 11 2.5x4 11 2.5x4 I1 US 11
1 16-11-0
16-11-0
Plate Offsets f 1:0-8-2 Ed e, 6:Ed a 0-3-8, 7:Ed e,0-3-8
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.48 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) r1/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:83lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals.
WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF No.2`Except` WEBS 1 Row at midpt 6-7.4-8
ST1 2 X 4 SPF Stud
REACTIONS (lb/size) 7=167/16-11-0, 1=137/16-11-0,8=438/16-11-0,9=392/16-11-0,10=425/16-11-0
Max Horz 1=409(LC 7)
Max Uplift7=-105(LC 7),1=-106(LC 6),8=-178(LC 8).9=144(LC 8),10=197(LC 8)
Max Grav7=226(LC 3),1=237(LC 7),8=590(LC 3),9=523(LC 3).10=601(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=386/217,2-3=-299/196,3-4=236/203,4-5=145/120,5-6=103/128,6-7=157/58
BOT CHORD 1-10=88/133,9-10=88/133,8-9=88/133,7-8=-88/133
WEBS 4-8=-422/167,3-9=-371/196,2-10=-449/204
NOTES ,
1)Wind:ASCE 7-02;11Omph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
_ 2)Tc:I I -02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.,Ct=1 1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Gable requires continuous bottom chord bearing.
6)`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 1-0-0 wide will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift atjoint 7,
106 lb uplift at joint 1, 178 lb uplift at joint 8, 144 lb uplift at joint 9 and 197 lb uplift at joint 10.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply Lot#6 Maskel Road
t 0712035B MBV9 VALLEY U4= 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:40:03 2007 Page 1
1-4-0 2
2-8-0
14-0 1-4-0
Scale=1:6.
10.00 F12
3
T 1
1
B1
2-8-0
x i x
2-8-0
Plate Offsets X,Y 2:0-2-0,Ed e
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.02 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:6 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
REACTIONS (lb/size) 1=71/2-8-0,3=71/2-8-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Max Horz1=18(LC 5)
Max Upliftl=-14(LC 6),3=-14(LC 7)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-60/19,2-3=60/19
BOT CHORD 1-3=-7/35
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf,Category II;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15 f;Category 11;Exp B;Fully Exp.;Ct=1.1
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Gable requires continuous bottom chord.bearing.
6)'This truss has �-;�r ,;, ad of 20.Opsf on the bottom chord in a!I a:�as A-���p ^^-A�_r n
tall by 1-0-0 wide wilt fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1
and 14 lb uplift at joint 3.
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
~ 0712035E MBV10 VALLEY 1 1
Job Reference(optional)
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:40:04 2007 Page 1
2-8-0 5-4-0
2-8-0 2-8-0
4x6- Scale=1:13.
2
10.00 12
T ST1 1
3
1
81
2.5x4 Ai 2.5x4 II 2.5x4 Q
5-4-0
5-4-0
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.14 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight:15lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=103/5-4-0,3=103/5-4-0,4=138/5-4-0
Max Horz1=-44(LC 6)
Max Upliftl=-29(LC 8),3=32(LC 9),4=-8(LC 8)
Max Grav 1=141(LC 3),3=141(LC 4),4=138(LC 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-85/29,2-3=-85/29
BOT CHORD 1-4=12/25,3-4=-12/25
WEBS 2-4=-100/27
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category IV Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.,Ct=1.1
4)Unbalanced snow loads have been considered for this design.
-71"-1=I jab I een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Iop.&
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 1,
32 lb uplift at joint 3 and 8 lb uplift at joint 4.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
I
I
i
Job Truss Truss Type Qty Ply Lot#6 Maskel Road
` 0712035B MBV11 VALLEY 1 1
Job Reference o tional
Truss Tech.Inc,Monroe,CT 06468,Thomas Poirier 7.020 s Nov 9 2007 MiTek Industries,Inc. Fri Dec 21 10:40:05 2007 Page 1
4-M 8-M
4-0-0 4-M
4x= Scale=1:18.
2
10.00 12
T ST1 1
3
1
B1
2.&4,i 2.5x4 11 2.5x4 J
8-M
8-M
LOADING (psf) SPACING 1-4-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:23 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc
BOT CHORD 2 X 4 SPF No.2 purlins.
OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 1=164/8-0-0,3=164/8-0-0,4=219/8-0-0
Max Horz 1=69(LC 6)
Max Upliftl=-46(LC 8),3=51(1-C 9),4=13(LC 8)
Max Grav1=223(LC 3),3=223(LC 4),4=219(LC 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=135/46,2-3=135/46
BOT CHORD 1-4=-19/40,3-4=19/40
WEBS 2-4=159/43
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-02;110mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS(low-rise)
gable end zone;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3)TCLL:ASCE 7-02;Pr=40.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=40.0 psf(flat roof snow.
Lumber DOL=1.15 Plate DOL=1.15),Category 11;Exp B;Fully Exp.;Ct=1.1
4)Unbalanced snow loads ha en considered for this design.
5)This truss ve e
ss has been=— ttom chord live load nonconcurrent with -
6)Gable requires continuous bottom chord bearing.
7)'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 1-0-0 wide will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 1,
51 lb uplift at joint 3 and 13 lb uplift atjoint 4.
9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSIlTPI 1.
LOAD CASE(S) Standard
SITE COMPLIANCE CHECKLIST
TOWN OF SOUTH WINDSOR,CONNECTICUT
***** BUILDING PERMIT*****
ADDRESS,—"a L- LOT/UNIT#_Reviewed by_p _(Enyineeijny)
Al,
CONTACT/DEV ��1�111� --_-
Date Reviewed ri Approved/
PH# - -
Reviewed by, (Planning)Date Submitted Date Reviewed 3 G led
In accordance with the Zoning and/or Subdivision Regulations,prior to the building of any structure on a a T
Plot Plan shall be submitted for approval. The minimum requirements shall include: lot' Topographic
Approved Denied N/A
1. Name,address&phone nxxmber of
✓ owner/applicant
2. Name,address&phone number of plan
preparer
3. Zoning Information—i.e.zone,open space,
floodway,street address
r"
4. Plot Plan at 1"=MY scale
—'� a. Subdivision reference,abutting Properties,etc.
b. Easements of record
✓ C. Lot description,bearings,binding roes,
/ distances,area,etc.
✓ d. Cor txs,adsting&Proposed,1 Or 2ft.interval
where appropriate
e. Building location with ,6evations of
proposed finish floor,garage floor&cerftline
of road at driveway
f. Elevations of gravity drainage systems,sanitary
&foundation drain at the house and the street
g. Tentative utility location(gas,water,dfectriq
septic system,etc.
h. Title block with name&address of preparer,
date,appropriate certincatiort,five seal&five
signature consistent with the Board of
Registration requirements.(P.E.&LS.)
S. Sedimentation and erosion control
6. Special Planning&Zoning,Irrland/Wetlands
considerations(Plans on file w/Town Clerk)
COMMENTS:
fj�'''t'sylS� P(�nl ,SuBr�i7trFi� �� I�Zr'o-�
stengineering/mollloy/building compliance checklist
- - - - - - - - - - - NOTES -
1. AREA OF LOT 3 = 22,663 SQ.FT. = 0.520 ACRES.
IlIlo
3 2. ZONE OF SUBJECT PARCEL IS A-20" AND "A-30".
cs MINIMUM YARD REQU/REMENTS•
FRONT= 50 FEET
SIDE = 15 FEET
REAR = 50 FEET
3. BOUNDARY INFORMATION TAKEN FROM PLANS EN777LED -
I KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARINO BUILDERS, INC. 320 ABBE ROAD
SOUTH WINDSOR, CONNEC77CUT SHEET 3 AND SHEET 4 DATE.• DECEMBER 20, 2006 SCALE.• 1 IN.=
40 FT. REVISION DATES TO 5-8-07 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WIINDSOR,
\ ' CONNEC77CUT'
V 4. APPLICANT: MAP PREPARED BY-
MANNARINO BUILDERS, INC. ALFORD ASSOCIATE'S, INC.
clo ROBERT MANNARINO 200 PIGEON HILL ROAD
S 0106 55' W 400 CHAPEL ROAD, SUI7E 3-F P.O. BOX 484
120.17' SOU7H WINDSOR, CONNEC77CUT 06074 WINDSOR, CONNEC71CUT 06095
TEL. # (860) 289-7055 TEL. # (860) 688-7288
5. ELEVATIONS ARE BASED ON NGV029.
6. NO ZONING WOLA77ONS W1774 RESPECT TO LOCA77ON OF HOUSE, IF ERECTED AS SHOWN.
W Z CONTRACTOR SHALL VERIFY LOCATION AND ELEVA77ON OF EXIS77NG U77LI77ES PRIOR TO ESTABLISHING FINAL
GRADE OF PROPOSED F0077NGS AND FOUNDA770N. CONTRACTOR SHALL INSTALL TEMPORARY EROSION CONTROL
MEASURES FOR STOCKPILED MATERNAL AND AT TOPS OF SLOPES DURING FOUNDA77ON EXCAVATION. M/RAFI FABRIC
1d o SILT FENCE AND/OR TEMPORARY VEGETATION /F PILES ARE TO REMAIN IN PLACE FOR EXTENDED PERIODS OF TIME.
� 340 ^ 8. DURING CONSTRUCTION, M/RAF7 FABRIC CHECK DAMS ALONG SWALES MAY BE REQUIRED BY TOWN STAFF.
9. LEGEND -
_ EXISTING CONTOUR
330
x 310.0 EXIS77NG SPOT GRADE
- 310 PROPOSED CONTOUR
322 ___ 3. .0 PROPOSED SPOT GRADE
GRADE TO DRAIN
------- __Z_ SURFACE WATER IS TO BE DIRECTED AWAY FROM THE HOUSE AND GARAGE
- _ N
3220 322.0 PROPOSED WATER SERVICE
-Cf_r- 35.7' 16.0' p W
DECK d FD PROPOSED 670 FOOTNG DRAIN LINE
G N -- Cv CHECK VALVE IS REQUIRED ON FOOTING DRAIN LINE AT HOUSE
- - 8Zr-_-_ 68'4" PROPOSED GAS SERVICE TO CONNECT TO EXIST. IN STREET
of - PROPOSED HOUSE PROPOSED HOUSE T PROPOSED 7ELEPHONE SERVICE TO CONNECT TO EXIST. IN S7REET
___-- FD FL= 314.1 of
SAN. FL= 312.6 E PROPOSED ELEC77?IC SERVICE TO CONNECT TO EXIST. IN S77?EET
0
liONST!�UCi TION ENTRANCE PAD- ^ ^ M/RAFI FABRIC FENCE - TO BE PLACED PRIOR TO ANY (:ONS7RI/C77ON AAln
i"ivT Tv SCwL_
3220 MASKEL ROAD
SHALL REMAIN IN PLACE UN77L DISTURBED AREA IS STABILIZED
o i •Q � o
F 319.1 y>/ - ?• J o 0 0 0 0`b 10. PROPOSED HOUSE -
R=60.00� --
L=30.77 320.0 320 0 0 0 0�o PROPOSED GARAGE FLOOR = 320.0
_ D=29 2J'16 -...- - o 0 oro o � PROPOSED TOP OF FOUNDA7)ON = 323.0
+ a _ - PROPOSED r/Nk,HLLJ rLOOH = 524.0
/ i 31B o 0 0 0 0 N APPROXIMATE EASEMENT FLOOR = 315.3
p rn a ^n 10' WIDE C.L.&P. CO. EASEMENT, 0 0 0 0 I�
- h 315.3 316 ' �1 ' 9>�' 10 WIDE YANKEE GAS EASEMENT 0 0 go� 0. TOP OF FOUNDA77ON TO BE A MIN/MUM OF EIGHT (8) INCHES ABOVE THE FINAL EXTERIOR GRADE.
M O i 316.3 p o II & 10 WIDE STREET TREE o�P�o '
� _ _ _ _ ��� _ - EASEMENT o.b"o_ 0-p 00 o USE GARAGE FLOOR ELEVA77ON TO SET GRADE OF THE HOUSE. ADJUST 07HER FLOOR ELEVA77ONS
7.72' co r� LIF o o i0 0 �� BASED ON THE ARCH17ECTURAL PLANS.
PARCEL TO BE DEEDED _ _ _ _ _ _ _ i co 315.8 �o
TO LOT 6 WHEN STREET 2y 44' �: 4' WIDE CONCRETE WALK o 0 0 0 0°0 11. PRIOR TO STARTING CONS7RUC710N, THE CONTRACTOR SHALL BE RESPONSIBLE TO MAKE SURE THAT ALL
IS EXTENDED D PLAN REQU/RED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCRON OR FABRICA77ON SHALL
314.8 _ _ _ _ _ 4" MINIMUM CONN.
(SHADED AREA) - - - - - - - - - - DOT 2" STONE BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND OTHER
SAN.MH#9 313.9 SAN.MHII8 DOCUMENTS BY ALL OF THE PERMIT77NG AU7HOR/77ES.
TF=315.20 MASKEL 314.9 ROAD g16 TF=316 83 c�c�c�c� FlLTER FABRIC
14.2E 8"4 WATER MAIN SAN. SEWER WIDTH= 10' MIN.
F____ W L__ ________ _________________�_ -
CB #74
SECTION
STORM PIPE TO BE TF=313.28 CB #73 N 015546" W NOTES: SEEDING SCHEDULE -
EXTENDED UNDER DRIVEWAY TF=
L 90.5E 1. THE PURPOSE OF A STABILIZED CONSTRUCTION ENTRANCE IS TO REDUCE
FD =331 .0
- THE TRACKING OR FLOWAGE OR SEDIMENT ONTO EXISTING PAVEME T. ALL DISTURBED AREAS NOT PAVED OR LANDSCAPED SHALL BE LOAMED WITH
4" MINIMUM OF TOPSOIL SEED AS INDICATED BELOW. CONDITION SOIL
-- 2. BEFORE CONSTRUCTION ENTRANCE INSTALLATION, THE AREA OF THE WITH FERTILIZER AND LIMESTONE AS INDICATED BY SOIL TEST.
ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER
UNDESIRABLE MATERIAL PERMANENT VEGETATIVE COVER:
3. THE ENTRANCE SHOULD BE MAINTAINED IN A CONDITION WHICH WILL SEEDING DATES: APRIL 1 TO JUNE 15 & SEPTEMBER 1 TO OCTOBER 15
SANITARY SEWER LATERAL PREVENT:RACKING OR FLOWING OF SEDIMENT ONTO EXISTING PAVEMENT. OR AT OTHER TIMES, WEATHER PERMITTING
FL= 30Z2_+ THIS WILL REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR
ADDITIONAL_ LENGTH AS CONDITIONS REQUIRE. LAWN AREAS:
TEMPORARY CU-DE-SAC SANITARY SEWER LATERAL FROM USE THE FOLLOWING MIXTURE OR EQUAL AS APPROVED BY DESIGN ENGINEER:
B07H SIDE OF TEMPORARY CUL-DE-SAC REVER7S HOUSE TO MAIN LINE KENTUCKY BLUEGRASS 45%
TO ABUT77NG PROPERTY OWNERS WHEN STREET IS EXTENDED. 107- 6"0 0 5.09 (20%MIN/MUM) CREEPING RED FESCUE 45%
PERENNIAL RYEGRASS 10%
APPLY 1-3 LBS./1000 S.F.
INSTALL CONS77?UC77ON ENT77?ANCE PAD THERE SHALL BE NO U77LI77ES SERVING THE HOUSE ON TEMPORARY VEGETATIVE COVER: F', CIENL-iLD
PRIOR TO ANY CONS7RUCTION LOT 6 PLACED UNDER THE DRIVEWAY SEEDING DATES: MARCH 1 TO JUNE 15 & AUGUST 1 TO OCTOBER 15
(A MINIMUM OF 20 FEET LONG)
OR AT OTHER TIMES, WEATHER PERMITTING
USE THE
THIS SURVEY AND MAP HAS BEEN PREPARED IN ACCORDANCE WITH SECTIONS ENGINEER THIS
SEED OR EQUAL AS APPROVED BY DESIGN
DEC Z 6 Z061
20-300b-1 THROUGH 2O-300b-20 OF 7HE REGULATIONS OF CONNEC77CUT ANNUAL RYEGRASS 100%
STATE AGENCIES- "MINIMUM STANDARDS FOR SURVEYS AND MAPS IN 7HE APPLY 1 LB./100D S.F. SOUTH WINDSOR
STATE OF CONNEC77CUT" AS INDORSED BY THE CONNEC77CUT ASSOCIATION ENGINEERING DEPT.
OF LAND SURVEYORS, INC.. IT IS A LIM17ED PROPERTY/BOUNDARY SURVEY
BASED ON A DEPENDENT RESURVEY CONFORMING TO HORIZONTAL ACCURACY
CLASS A-2 AND IN7FNDED TO BE USED FOR AN IMPROVEMENT LOCA77ON SURVEY.
GRAPHIC SCALE 'oee►e/►isii��® ��pueeei TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS
ao 0 40 ao Oe1OF�NN�y,'�o DF CONiy ;s•. PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON.
AL
rill r73 #At°y: R�-:� ; , MANNARINC BUILDERS, INC.
( IN FEET ) :� �: :� �: `.
L.S. N0. 9344
*. IMPROVEMENT LOCATION SURVEY
THE LOCATIONS OF UNDERGROUND UTILITIES ARE ? No. 9344 No. 9344 ®� CIVIL ENGINEERS
APPROXIMATE AND ALL UTILITIES MAY NOT BE ��'•.A�o'=*�CENSE�••\�`��`,`°°° '�.,<':</cENSEO,.���'�°°°° WtNDSOFt,coNNECT1CUt
KILKgVNY HEIGHTS
EXTENDED STORM PIPE FOR LOT 13 UNDER DRIVE FOR LOT 6. ��'.FssroNAL • , e � �S u R���►���� s
SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR 12-20-07 ADDED NOTE RE: NO U77LI77ES UNDER DRIVE FOR LOT 6. �'s��iii�reu0�� °"/ejjx LOT 6 WILSON M.ALFORD,JR.,P.E.&L.S.
SHALL CALL 1-800-922-4455 AND HAVE THE DATE REVISION 240 MASKEL ROAD SOUTH WINDSOR, CONNECTICUT
UTILITIES MARKED ON THE GROUND. NOT VALID WITHOUT A LIVE SIGNATURE AND EMBOSSED SEAL SCALE: 1 IN. = 40 FT. DATE:DECEMBER 6, 2007
D:M07072PP-3 P:M06099 FOLDER:MANNARINO FILE:MANNARINO-320 ABBE
lz
- - - - - - - NOTES -
1. AREA OF LOT 3 = 22,663 SQ.FT. = 0.520 ACRES.
2. ZONE OF SUBJECT PARCEL IS "A-20" AND "A-30".
O MIMMUM 1i4 REivIREIv1ENTS:
FRONT = 50 FEET
SIDE = 15 FEET
REAR = 50 FEET
J. BOUNDARY INFORMA71ON TAKEN FROM PLANS EN777LED -
W O "KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARWO BUILDERS, INC. 320 ABBE ROAD
SOUTH WINDSOR, CONNEC77CUT SHEET 3 AND SHEET 4 DATE. DECEMBER 20, 2006 SCALE. 1 IN.=
40 FT. REWS/ON DATES TO 5-8-07 ALFORD ASSOCIATES, INC. CIVIL ENGINEERS WINDSOR,
CONNEC77CUT'
J
U 4. APPLICANT• MAP PREPARED BY
MANNARINO BUILDERS, INC. ALFORD ASSOCIA7ES, INC.
S viv -" % ROBERT MANNARWO 200 PIGEON HILL ROAD
o ob W 400 CHAPEL ROAD, SU17E 3-F P.O. BOX 484
120.17' SOUTH WINDSOR, CONNEC71CUT 06074 WINDSOR, CONNEC77CUT 06095
7EL. # (860) 289-7055 7EL. # (860) 688-7288
6 5. ELEVA77ONS ARE BASED ON NGVD29.
6. NO ZONING WOLA77ONS W77H RESPECT TO LOCA77ON OF EXIS77NG FOUNDA770N, AS SHOWN.
W Z EXIS77NG HOUSE -
$ --"- GARAGE FLOOR ELEVA77ON = 320.72
50' R.Y. FINISHED FLOOR ELEVA77ON = 324.72
__-___-_--_.- __-_______- ; _____ BASEMENT FLOOR ELEVA77ON = 315.22
W N F-----------------------------� o .�^�-I --
2 -------------------------------------------------
to to 1 -
'O -- ------- - ----- -- ---- - o� C) 8. LEGEND -
--------
-' 330 --- ^�3Tp__-� EXIS77NG CONTOUR
329.2
I
- ---------- x 310.0 EXISTING SPOT GRADE
+ 325.1 + 325.U'
�3 + 324.7 -- -- 32!--------------------- -- --.32C Wy WA7ER SERVICE
321.9
323.0 +21.8 __.- _--------321.7 ---------3?4 FD-- FOOTING DRAIN LINE
% 322.0 6"0 SANITARY SEWER LATERAL
4. '6'x6.0 OVERHANG + -,+ 322.1 S
CONC. PAD HATCHWAY 321.4
320.6 , 6.2'q, 321.8 G GAS SERVICE
36.3' 11s' COVERED a 2s.5' 15.3' TELEPHONE, ELEC7RlC AND CABLE TV SERVICES
PORCH N 322.32 T,E,TV
320.7 11.0'_
.319.90 � 17.s' ❑Ac
GV
320�321.';'2 EXIS77NG HOUSE � GAS GATE
STEPS (6-3-08) v 320.4 321.93� FD FL= 314.0 tv�/
319.5 � SAN. FL= 312.6 f EM BIT. CONC. M
320.24
320.69 p DRIVE EXISTING HOUSE V�I WATER GATE
BIT. CONC. DRIVEWAY-4- COVERED n.25 15$ , 13.0' GM 04 0 Co SANITARY SEWER CLEAN OUT
Q STOOP
323.5+ ;? M 32 .40 32 .2 �; ` I []AC AIR COND1770NING UNIT ON CONCRETE PAD
318.5+ 0 320.77 22.4' N 7 50' I < ` QC v� OEM ELEC7RIC METER
R=,6`0.00', o o�� OGM
GAS ME7ER
L=30.77' WALK ��,- a'o O 1 321.8
D=2923'16 MM_� 320.3- io - 3 0.9 / I
w
_-- --<< 319.8 � --- ---3?2<
to /7+318 / + 319.1 16.6 , �'TF=3 583/ 10' W1DE C.L.&P. CO. EASEMENT,
w (!
•---._ - 10 WIDE YANKEE GAS EASEMENT
316.40 / - - -320 & 10' WIDE STREET TREE
314.81 -_____ CO _ - 316.9 o- i� _ EASEMENT
7.72 15.09 316. 316.5
PARCEL TO BE DEEDED I
TO LOT 6 WHEN STREET 29 44' -4' WIDE CONCRETE WALK
IS EXTENDED 314. u _ _ _
(SHADED AREA) - - - - - - - - - � - -
SAN.MH//9 313.56 SAN.MH/j8
TF=315.20 MASKEL CB I 314.74 ROAD 315.70�,�j' TF=316 83
TF= 13.53 FD FL=309.3t
- 8'_0 WATER MAIN- SAN. SEWER
CB #14
7=313.30 N 015546" W
90.56
SANITARY SEWER LATERAL
FL= 307.2f
TEMPORARY CU-DE-SAC g
SANITARY SEINER LATERAL FROM
BOTH SIDES OF 7EMPORARY CUL-DE-SAC REVERTS HOUSE TO MAIN LINE f
TO ABUTTING PROPERTY OWNERS WHEN S77?EET IS EXTENDED. 102= 670 05.3% f
RECEIVED
THIS SURVEY AND MAP HAS BEEN PREPARED IN ACCORDANCE WITH SEC77ONS OCT 2 2 20U8
20-300b-1 77-IROUGH 2O-300b-20 OF 7HE REGULA77ONS OF CONNEC77CUT
ST47E AGENCIES- "MINIMUM STANDARDS FOR SURVEYS AND MAPS IN THE SOUTH WINDSORti'
STA7F OF CONNEC77CUT" AS ENDORSED BY THE CONNEC77CUT ASSOCIA77ON ENGINEERING DEPT.,.'
OF LAND SURVEYORS, INC.. IT IS A LIMI7ED PROPERTY/BOUNDARY SURVEY
BASED ON A DEPENDENT RESURVEY CONFORMING TO HORIZONTAL ACCURACY '?;w
CLASS A-2 AND INTENDED TO BE USED FOR AN IMPROVEMENT LOCA77ON SURVEY.
GRAPHIC SCALE ��pnii�•�..� �tiiii TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS
40 0 40 60 Op� �NN '•.� 44''�O�„ •�' PREPARED FOR MAP IS SUBSTANTIALLY CORRECT AS NOTED HEREON.
f0-15-08 CORRECTED LOCA77ON OF F0077NG DRAIN A,, '� A °p'�p% Q''�V o�M' A L FoRo-`�►'•�
' M `� - MANNARINO BUILDERS, INC.
i �i.'' L
• �,�4u1 ° '� 2 .''' L.S. NO. 9344
( IN FEET ) 9-24-08 ADDInONAL AS-BUILT INFORMA77ON :*�3 ;*; :* 3 * IMPROVEMENT LOCATION SURVEY
No. 9344 L No. 9344 �� CIVIL ENGINEERS
THE LOCATIONS OF UNDERGROUND UTILITIES ARE 5-13-08 ADDED AS-BUILT HOUSE, U77LI77ES AND GRADES p ,.'���'>' </CENSE�•'' � ���' WINDSOR,CbNNECTKXJT
APPROXIMATE AND ALL UTILITIES MAY NOT BE •. fo`:���ENSE,• •.< - y KILKENNY HEIGHTS
EXTENDED STORM PIPE FOR LOT 13 UNDER DRIVE FOR LOT 6. •���.FSS�oNAL.0 6*s�t, •��.:o s u RN dips*''
SHOWN. PRIOR TO CONSTRUCTION, CONTRACTOR 12-20-07 ADDED N07E RE. NO U77LI77ES UNDER DRIVE FOR LOT 6. '''�•�......��'' '""""' LOT 6 - • WILSON M.ALFORD,JR.,P.E.>' L.S.
SHALL CALL 1-800-922-4455 AND HAVE THE DATE REVISION 240 MASKEL ROAD SOUTH WINDSOR, CONNECTICUT
UTILITIES MARKED ON THE GROUND. NOT VALID WITHOUT A LIVE :;IGNATURE AND EMBOSSED SEAL SCALE: 1 IN. = 40 FT. DATE:DECEMBER 6, 2007
D:M07072PP-6 P:M06099 FOLDER:MANNARINO FILE MANNARINO-320 ABBE
2.
DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT
PERMIT#
Application is hereby: TOWN OF SOUTH WINDSOR
BUILDING DEPARTMENT ('C•��
APPRT
1540 SULLIVAN AVENUE644-2511 ext. 230Bldg.Permit#
0 , orL
Da a Buil ing Insp or
Application must be printed or typed
FEE SCHEDULE Location of Job:
Z (1 �� 2� U
$0-$1,000=$15.00 Street No. Street Lot No.
Over$1,000=
$15.00 per$1,000
or any fraction thereof Tenant Designation Apt.No.
APPLICANT T� Q Q� C (-
APPLICANT ADDRESS
`;. , �—N
APPLICANT PHONE# 2—C\
SOWN S�'4 OWNER r\,C\a( \ rt () zQ\
OWNER ADDRESS C) C C%nk\ RV
S w
e OWNER PHONE j 2—v q - S
C ESTIMATED COST$
IS THIS A CONTRACT COPS?Yes _No
FEE ENCLOSED$ Z 0
SO• O�� TYPE OF JOB: 1SI.�j
R•CO
New Installation l lU
�Alteration/Addition/Repair
Revised 4/01//2002
APPLICATION FOR PLUMBING PERMIT (Continued from reverse side)
TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WgIl A
BUILDING PERMIT APPLICATION? ❑ Y NO
R
BESIDENTIAL ES USINESS CURRENT USE AND OCCUPANCY
❑ASSEMBLY
❑MERCANTILE FUTURE USE AND OCCUPANCY
❑EDUCATIONAL
❑INSTITUTIONAL
O FACTORY ENGINEER'S NAME PHONE
O STORAGE
❑GARAGE ADDRESS
❑MIXED USE
(Other Please specify) CITY STATE ZIP i
TYPE OF INSTALLATION SIZE OF MAIN DRAIN
NO.OF TOILETS 3 STYLE I NO.URINALS STYLE
NO.OF BATHTUBS .Z NO.OF SHOWERS�_ NO.OF LAVATORIES
NO.OF CONDUCTORS SIZE `- NO.OF STACKS SIZE
AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS
NO.OF OTHER FIXTURES KIND
ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW d YES ❑NO
SIZE OF WINDOW 2- IF NONE C.F.M.OF VENTILATOR
SIZE OF DUCTS SEWER QR SEPTIC TANK
SIZE OF WATER MAIN 1` SIZE_ OF WATER PIPING&RISER 3
WATER HEATER: TYPE MANUFACTURER
1 DESCRIPTION OF WORK
S
THE UNDERSIGNED HER BY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS T7—
COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE
PERFORMANCE OF SUCH WORK.
2v � 5 �) 2� c �
CONTRACTORS LICENSE NO. TYPE STATE
SIGNATURE OF APPLICANT ,"�� ��. _� �. ,�,� n DATE
DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT
TOWN OF SOUTH WIlVDSOR PERMIT#
Application is hereby: , Uq3
BUILDING DEPARTMENT -
APPROVfD 1540 SULLIVAN AVENUE Bldg.Permit#
644-2511 ext. 230
Date Building Inspector
Application must be printed or typed
Location of Job:
FEE SCHEDULE F�Tenant
O z$0-$1,000=$15.00 Street Lot No.
Over$1,000$15.00 per$1,000or any&action thereof gnation Apt.No.
APPLICANT F�17 Z, 7 0G
APPLICANT ADDRESS d J 72>2 S 7-
APPLICANT PHONE#
SOW N Sf,q OWNER /Y!/'���/��/.11Q �C//L��?J' , ire.Att7
OWNER ADDRESS YOO C 144%1 9 t.��/1 ��3 SQ. ��/i�✓�Scar
OWNER PHONE
0
C ESTIMATED COST$ Gb,00
IS THIS A CONTRACT COST? _Yes _No
FEE ENCLOSED$ t'�
�OSOR.CO�� TYPE OF JOB: ���/ �� �
New Installation
Alteration/Addition/Repair
Revised 4/01ii2002
APPLICATION FOR ELECTRICAL PERMIT (Continued from reverse side)
TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A
Lb/RESIDENTIAL BUILDING PERMIT APPLICATION? WftS ❑NO
❑BUSINESS CURRENT USE AND OCCUPANCY /y d N�J
❑ASSEMBLY
❑MERCANTILE FUTURE USE AND OCCUPANCY /GL�" /�.br rL y lw4 -
❑EDUCATIONAL
❑INSTITUTIONAL
❑FACTORY ENGINEER'S NAME PHONE
❑STORAGE
❑GARAGE ADDRESS
❑MDCED USE
CITY STATE ZIP
(Other please specify)
TYPE OF INSTALLATION/WIRING METHOD 10'"
SIZE OF SERVICE SIZE OF MAIN CONDUCTORS
NUMBER OF METERS_� NUMBER OF DISCONNECTS AND RATINGS //
NUMBER OF PANELS_� REMOTE DISCONNECT REQUIRED? ❑YES 3<0
NUMBER OF LIGHT CIRCUITS�2 NUMBER OF POWER CIRCUITS
NUMBER OF SWITCHES .2-5"' NUMBER OF OUTLETS
NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS
NUMBER OF A/C CIRCUITS T
SEPARATE HEAT LOSS AND AIC CALCULATIONS MUST BE SUBMITTED.
DESCRIPTION OF WORK
THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO
COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE
PERFORMANCE OF SUCH WORK.
lO 37/& - / C T
CONTRACTORS LICENSE NO. TYPE STATE
SIGNATURE OF APPLICANT 9'itcNZ/ tw� DATE
DEPARTMENT DECISION APPLICATION FOR HVAC PERMIT
T'ERMIT#
Application TOWN OF SOUTH WINDSOR
BUILDING DEPARTMENT �0G3
APPROV 1540 SULLIVAN AVENUE
- � 644-2511 ext. 230 3i it#
at —Building Inspector
CApplication must be printed or typed
FEE SCHEDULE Location of Job:
$0-$1,000=$15.00 Street No. Street Lot No.
Over$1,000=
$15.00 per$1,000
or any fraction thereof Tenant Designation Apt. No.
APPLICANT
APPLICANT ADDRESS 70 /// c�.�vyt A' �c� IZ_ e2 !' e
APPLICANT PHONE# 2
S OWN S£-4 OWNER Ma a/1(- y ��L( S
OWNER ADDRESS 7 C) E
OWNER PHONE
C ESTIMATED COST$ l,Zz 95
.� IS THIS A CONTRACT COST Yes _No
FEE ENCLOSED$
l� �� TYPE OF JOB:
NOR-CoV 1�
New Installation
_Alteration/Addition/Repair
Revised 4/01//2002
APPLICATION FOR HVAC PERMIT (Continued from reverse side)
TYPE OF SYSTEM: TYPE OF BUILDING:
4-HEATING tMESIDENTIAL
OA/C ❑COMMERCIAL
O VENTILATION 0 INDUSTRIAL
HEATING
❑ STEAM LOW PRESSURE LIMIT LBS. HIGH PRESSURE LIMIT LBS.
❑HYDRONIC SWARM AIR 0 UNIT RADIANT HEATER
EXISTING RADIATION ADDITIONAL RADIATION TOTAL RADIATION
DESIGN TEMP. OUTSIDE T> OF INSIDE 73-OF DIFFERENCE F
TOTAL HEAT LOSS(BTUH)'S_L°F(HEAT LOSS SHEET MUST ACCOMPANY
APPLICATION)
DESCRIBE ALL HEATING EQUIPMENT(INCLUDING MAKE&MODEL NO.)
&fAA= &MI Z2 lB O -lam 4 z�, <,
GROSS HEATING CAPACITY(INPUT-BTUH) NET RATING(OUTPUT-BTUH)
TYPE OF FUEL
❑OIL--GPM OIL TANK LOCATION:❑ INSIDE❑OUTSIDE CAPACITY
1LGAS-INPUT L,010 LPG TANK CAPACITY ELECTRIC-KW
AIR CONDITIONING
DESIGN TEMP.OUTSIDE�2- OF INSIDE -760 OF DIFFERENCE Z-2/ °F
TOTAL HEAT GAIN(BTUH) (HEAT GAIN SHE ET MUST ACCOMPANY APPLICATION)
DESCRIBE ALL COOLING EQ M NT CLUDING MlY4&MODEL NO.)
TONNAGE COOLING CAPACITY(BTUH) �O l
VENTILATION
DESCRIBE ALL AIR HANDLING EQUIPMENT(INCLUDING KITCHEN EXHAUST EQUIPMENT)
TOTAL SIZE OF SYSTEM(CFM) FRESH AIR INTAKE(CFM)
(PLANS MUST ACCOMPANY APPLICATION)
FURTHER DESCRIPTION OF WORK
THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO
COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE
PERFORMANCE OF SUCH WORK.
Leo& /f / C
CONTRACTORS LICENSE NO. 7E TA
SIGNATURE OF APPLICANT DATE .,
Lot #6, 240 Maske/ Rd., So. Windsor
HVAC Load Calculations
for
Mannarino Bids.
400 Chapel Rd. Unit 3F
South Windsor
Niftftm
1sonom
RHVAC. RisSIDI~N'TYAL
HVAC LOADS
Prepared By:
Steve Smith
Advanced Htg. &AC Inc.
Saturday, March 01, 2008
J
Rhvac-Residential&Light Commercial HVAC Loads Elite Sottwaro Development,Inc.
Advanced Htg&A/C Lot#6, 240 Maskel Rd.,So.Windsor
i.$ph Windsor,CT 0607Aj Page 919
System 1 Room Load Summary
Ht - R�-�� Run CI CI CI Zone CI A'ir
9�A4�N.,�IA 9 9 9 9
Room Area Sens Nom Duct Duct Sens Lat Nom Adj Adj Sys
No Name SF Btuh CFM Size Vel Btuh Btuh CFM Fact CFM CFM
---Zone 1---
1 Great 336 2,344 31 1-4 429 819 0 37 1.00 37 37
2 Breakfast 196 8,916 117 2-5 635 3,786 519 173 1.00 173 173
3 Kitchen 126 1,794 23 1-6 495 2,125 74 97 1.25 121 97
5 Laundry 144 4,614 60 1-5 492 1,467 272 67 1.25 84 67
6 Dining 360 8,818 115 1-7 535 3,126 395 143 1.15 164 143
Zone 1 subtotal 1,162 26,486 346 11,323 1,260 518 580 518
-Zone 2---
4 Master Suite 570 10,709 140 2-6 525 4,507 305 206 1.25 258 206
7 Bed 2 238 4,401 58 1-5 462 1,377 165 63 1.00 63 63
8 Bed 3 443 14,742 193 2-7 485 5,674 700 259 1.17 303 259
9 Future Room 510 20,625 269 3-6 506 6,516 1,351 298 1.25 372 298
Over Garage
10 Bed 4 196 8,298 108 1-6 609 2,616 _494 120 1.19 142 120
Zone 2 subtotal 1,957 58,775 768 20,690 3,015 946 1,138 946
System 1 total 3,119 85,261 1,114 32,013 4,275 1,464 1,719 1,464
System 1 Main Trunk Size: 16x17 in.
Velocity: 829 ft./min
Loss per 100 ft.: 0.073 in.wg
FC-ooling System Summary
Cooling Sensible/Latent Sensible Latent Total
Tons Split Btuh Btuh Btuh
Net Required: 3.02 88%/ 12% 32,013 4,275 36,288
Recommended: 3.56 75%/25% 32,013 10,671 42,684
:Equipment Data
Heating System Cooling System
Type:
Model:
Brand:
Efficiency:
Sound:
Capacity:
Sensible Capacity: n/a 0 Btuh
Latent Capacity: n/a 0 Btuh
�Ta/ 1240 NT BEAM
TJ-BeartO6.25SenaINumber. _ "5`"� 3 PCs of 1 4" x 9 " 1.9E Microllam®LVL
Pas; Engineveson's 571 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN MAR 14 2008
• CONTROLS FOR THE APPLICATION AND LOADS LISTED► ut IN D I AR NT
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:11'10"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(lbs) Detail Other
Width Length Live/Dead/UplifUTotal
1 Pocket in masonry wall 3.50" 1.50" 3116/1026/0/4142 L4 None
2 Steel column 3.50" 1.50" 3116/1026/0/4142 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,1_5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 4037 -3460 9476 Passed(37%) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 12951 12951 17662 Passed(73%) MID Span 1 under Floor loading
Live Load Defl(in) 0.429 0.428 Passed(L/359) MID Span 1 under Floor loading
eLoad Defl(in) 0.570 0.642 Passed(L/270) MID Span 1 under Floor loading
fflCtion Criteria:STANDARD(LI-1/360JI-11240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 13'2"o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
• Phone 860-643-2269
yngdsns@aol.com
Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business
Microllam® is a registered trademark of True Joist.
An- �� wt BASEMENT BEAM
TJ-Beam®6.25SwialN�'be�"�""�"H"S°'� 3 PCs of 1 3/4" x 14" 1.9E Mlcrollam® LVL
P�; En9neVe��s 5M THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
• CONTROLS FOR THE APPLICATION AND LOADS LISTED
T_
q a
d 1 T 2"
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:10'10"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UpliftlTotal
1 Pocket in masonry wall 3.50" 1.50" 3719/1290/0/5010 L4 None
2 Steel column 3.50" 1.50" 3719/1290/0/5010 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 4912 -4158 13965 Passed(30%) Rt end Span 1 under Floor loading
Moment(Ft-Lbs) 20672 20672 36387 Passed(57%) MID Span 1 under Floor loading
Live Load Defl(in) 0.369 0.561 Passed(U548) MID Span 1 under Floor loading
doflection
tal Load Defl(in) 0.496 0.842 Passed(U407) MID Span 1 under Floor loading
Criteria:STANDARD(LL:U360,TL:U240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
. Phone 860-643-2269
yngdsns@aol.com
Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business
Microllarna is a registered trademark of Trus Joist.
c� �� BASMENT BEAM
Ti-BeamS625 Serial Nuumbe`�'�'""�'' "�r 2 PCs of 1 3/4" x 9 1 2"/ 1.9E Mlcrollam® LVL
User.2 11/g/200710:40:1 o AM
Pagel Engine Version:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
• CONTROLS FOR THE APPLICATION AND LOADS LISTED
F_
7 0
d g �
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:10'10"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Pocket in masonry wall 3.50" 1.50" 1950/626/0/2576 L4 None
2 Steel column 3.50" 1.50" 1950/626/0/2576 L5 None
See TJ SPECIFIER'S/BUILDERS GUIDE for details :L4 L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 2481 -1956 6318 Passed(31%) Rt end Span 1 under Floor loading
Moment(Ft-Lbs) 5375 5375 11775 Passed(46%) MID Span 1 under Floor loading
'ive Load Defl(in) 0.131 0.289 Passed(L/796) MID Span 1 under Floor loading
WtaI Load Defl(in) 0.173 0.433 Passed(U603) MID Span 1 under Floor loading
ction Criteria:STANDARD(LL:U360,TLU240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 9'o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
ADDITIONAL NOTES:
IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045A000
• Phone 860-643-2269
yngdsns@aol.com
Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business
Microllamv is a registered trademark of Trus Joist.
.J
4 � � BASMENT BEAM
TJ-8eam®8.25 serial N=6111. 3 Pcs of 1 3/4" x 91/2" 1.9E Microllam® LV L
User.2 11/9/2007 10:43 26 AM
Pagel Engine Version:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
• CONTROLS FOR THE APPLICATION AND LOADS LISTED
I
0; 0
a tt'2" 1
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width: 13'10"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Pocket in masonry wall 3.50" 1.50" 3089/1004/0/4093 L4 None
2 Steel column 3.50" 1.50" 3089/1004/0/4093 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 3971 -3299 9476 Passed(35%) Rt,end Span 1 under Floor loading
Moment(Ft-Lbs) 10755 10755 17662 Passed(61%) MID Span 1 under Floor loading
'nre Load Defl(in) 0.260 0.361 Passed(U499) MID Span 1 under Floor loading
fal Load Defl(in) 0.345 0.542 Passed(U377) MID Span 1 under Floor loading
ection Criteria:STANDARD(L1-:U360,TL1/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 11'2"o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The spec product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
Phone 860-643-2269
yngdsns@aol.com
Copyright m 2006 by True Joist, a Weyerhaeuser Business
Nicrollamg is a registered trademark of Trus Joist.
0_ L
BASMENT BEAM
TJ-BeamS625 Serial N"""'' `L""us"� 2 PCs of 1 3/4" x 9 1/2" 1.9E Microllam® LVL
User:2 11/9/200710.42 42 AM
Pagc1 Enrg eVor:�a,:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
• CONTROLS FOR THE APPLICATION AND LOADS LISTED
F_
a
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:11'10"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration.12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Pocket in masonry wall 3.50" 1.50" 2367/756/0/3123 L4 None
2 Steel column 3.50" 1.50" 2367/756/0/3123 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 3018 -2446 6318 Passed(39%) Rt end Span 1 under Floor loading
Moment(Ft-Lbs) 7295 7295 11775 Passed(62%) MID Span 1 under Floor loading
'ive Load Defl(in) 0.216 0.322 Passed(U537) MID Span 1 under Floor loading
Jtal Load Defl(in) 0.285 0.483 Passed(U407) MID Span 1 under Floor loading
Oection Criteria:STANDARD(LL:U360,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 10'o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will.
be accomplished in accordance with TJ product design criteria and code accepted design values. The spec product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
Phone 860-643-2269
yngdsns@aol.com
Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business
Microllam* is a registered trademark of Trus Joist.
�I�yr� � BASMENT BEAM
TJ-Beam®6 25 Serial Number w B� ` 2 Pcs of 1 3/4" x 9 1/2" 1.9 E Mtcrollam® LVL
P � sagel Engine a1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
F_
t
IV. a
b 10, '
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:9'4"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UpliftfTotal
1 Pocket in masonry wall 3.50" 1.50" 1867/606/0/2473 L4 None
2 Steel column 3.50" 1.50" 1867/606/0/2473 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(Ibs) 2390 -1937 6318 Passed(31%) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 5776 5776 11775 Passed(49%) MID Span 1 under Floor loading
`ive Load Defl(in) 0.170 0.322 Passed(L/681) MID Span 1 under Floor loading
)tal Load Defl(in) 0.226 0.483 Passed(L/514) MID Span 1 under Floor loading
Qcection Criteria:STANDARD(LL:L/360,TL:L/240).
iing(Lu):All compression edges(top and bottom)must be braced at 10'otc unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIERS/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
Phone 860-643-2269
yngdsns@aol.com
Co right ® 2006 by True Joist, a Weyerhaeuser Business
Microllam® is a registered trademark of True Joist.
ce "I"A54 (�� BASMENT BEAM
TJ-Beam 6.25 Serial Number: 2 Pcs of 1 3/4" x 9 1/2" 1.9E Mlcrollam® LVL
User.2 1119n007 10:41:03 AM
Pagel Engine Version:6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
• CONTROLS FOR THE APPLICATION AND LOADS LISTED
I,
Product Diagram is Conceptual.
LOADS:
Analysis is for a Drop Beam Member. Tributary Load Width:10'4"
Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions(Ibs) Detail Other
Width Length Live/Dead/UplitUTotal
1 Pocket in masonry wall 3.50" 1.60" 2204/710/0/2915 L4 None
2 Steel column 3.50" 1.50" 2204/710/0/2915 L5 None
-See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):L4,L5
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear(lbs) 2824 -2323 6318 Passed(37%) Rt.end Span 1 under Floor loading
Moment(Ft-Lbs) 7294 7294 11775 Passed(62%) MID Span 1 under Floor loading
'ive Load Defl(in) 0.243 0.344 Passed(L/510) MID Span 1 under Floor loading
0'ection
l Load Defl(in) 0.322 0.517 Passed(L/385) MID Span 1 under Floor loading
Criteria:STANDARD(LL:L/360,TL:L/240).
-Bracing(Lu):All compression edges(top and bottom)must be braced at 10'8"o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
ADDITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not all products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code BOCA analyzing the TJ Distribution product listed above.
-Note:See TJ SPECIFIER'S/BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION: OPERATOR INFORMATION:
PLAN#7853 Robert Young
Young Designs
237 East Center Street
P.O.Box 4000
Manchester,CT 06045-4000
• Phone 860-643-2269
yngdsns@aol.com
Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business
Microllaing is a registered trademark of Trus Joist.
Zo l I - Z I -f
Home Occupation Information and Application Form
ASSESSOR'S USE ONLY
Minor Approved by Date 7 ") `�]
El Major Home Occupation Type
�,/� �� `� -/ 1 Code
Name—!' ti lChu ��(t�ry_ 1 1 DBA StJDvrba'1 C 4-14 CaIz.�S
Address of Proposed Occupation:-Occupation:-2 q6 q k¢i �a(
Telephone SS(lU— ,�— `'13/ _ Zone A—G-16 (Notes in DR4 MF zones ody minor home oxup9mm are
allowed;approval Iota tiom homeovrn=mn xquircd
Description of Home Occupation:
,� - � 1 ��n� �+L�/Ses d� ��•fNi��i n�T
✓Y1 i T (' tom ��
195L- RrZ2JUrJ jC An
Please use the boxes below or an attached sheet to provide the following: A.proposed Sign
_ 1. Attach copy of plot plan if available.
2. Use Box A or attach( sketch)to draw proposed signage.
.3. Use Box B(or attach sketch)to draw the floor plan of the Home
Occupation area.
4. Architectural elevations for any proposed additions or modifications
must be provided
FLOOR PLAN .4 Basement ❑1"floor ❑2id floor) 1"
Floor area of dwelling ,ram
Floor area of home occupation lSv
%of floor area devoted to home occupation
.I have read the regulations regarding home occupations and will comply with said regulations.I understand that I must notify
the Planning Department in writing upon termination of this occupation at this address.This permit is not transferable or
assignable to another person.In the event of relocation,the permit holder must notify the Planning Department in writing to
transfer the permit to the new location.
Signature of Applicant Date
Signature of Owner Date 7Zj 4.,,
DEPARTMENT DECISION APPLICATION FOR PLUMBING PERMIT
PERMIT#
Applic ' ' ere y: TOWN OF SOUTH WINDSOR
BUILDING DEPARTMENT
APPROVE 1540 SULLIVAN AVENUE
644-2511 ext. 230 Bldg.Permit#
�031�
Date Bifding Inspector T
Application must be printed or typed
FEE SCHEDULE �d Location of Job:
$0-$1,000=$15.00 Street No. Street Lot No.
Over$1,000=
$15.00 per$1,000
or any fraction thereof Tenant Designation Apt.No.
APPLICANT R060/
APPLICANT ADDRESS
So U-A n�43o,-, c i
APPLICANT PHONE#
0W N S4. OWNER
OWNER ADDRESS ScrrL1L�
r,
. OWNER PHONE SGj7'LQ
C ;D ESTIMATED COST$ LET
►l '� ;� U
+� IS THIS A CONTRACT COST? _Yes _No
FEE ENCLOSED$ 1S
r�OsO .C`OiY'�� TYPE OF JOB: I
R New Installation
Alteration/Addition/Repair
Revised 4/01//2002
APPLICATION FOR PLUMBING PERMIT (Continued from reverse side)
TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A
RESIDENTIAL BUILDING PERMIT APPLICATION? ElYES 4*0
❑BUSINESS CURRENT USE AND OCCUPANCY L4-FI(j tbW J
❑ASSEMBLY
❑MERCANTILE FUTURE USE AND OCCUPANCY
❑EDUCATIONAL
❑INSTITUTIONAL
❑FACTORY ENGINEER'S NAME PHONE
❑ STORAGE
❑GARAGE ADDRESS
❑MIXED USE
CITY STATE ZIP
(Other please specify)
TYPE OF INSTALLATION -�c. {�j�n SIZE OF MAIN DRAIN
NO.OF TOILETS STYLE NO.URINALS STYLE
NO.OF BATHTUBS NO.OF SHOWERS NO.OF LAVATORIES
NO.OF CONDUCTORS SIZE NO.OF STACKS SIZE
AREA OF ROOF NO.OF CATCH BASINS NO.OF FLOOR DRAINS
NO.OF OTHER FIXTURES KIND SS)f) K
ARE TOILET COMPARTMENTS VENTILATED TO OUTER AIR BY A WINDOW ❑YES ❑NO
SIZE OF WINDOW IF NONE C.F.M.OF VENTILATOR
SIZE OF DUCTS SEWER OR SEPTIC TANK
SIZE OF WATER MAIN SIZE OF WATER PIPING&RISER
WATER HEATER: TYPE MANUFACTURER
DESCRIPTION OF WORK
-Fu► I tB,!34h
THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM I I HE WORK DESCRIBED AND IS TO
COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE
PERFORMANCE OF SUCH WORK.
CONTRACTORS LICENSE NO. TYPE STATE
gTE
SIGNATURE OF APPLICANT .�i�•�i� -M�c � DATE 7///d
DEPARTMENT DECISION APPLICATION FOR ELECTRICAL PERMIT
PERNIIT#
Application is h
TOWN OF SOUTH WINDSOR
BUILDING DEPARTMENT APP OVED 1540 SULLIVAN AVENUE
Bldg.Permit#
-7'/ ,6 644-2511 ext. 230
Date Bui g Inspector
Application must be printed or typed
FEE SCHEDULE Location of Job:
F
$0-$1,000=$15.00 Street Lot No.Over$1,000=
$15.00 per$1,000
or any fraction thereof gnation Apt. No.
APPLICANT T / -t- ,06z 1e/ZO Ga�olLv -fj��
APPLICANT ADDRESS
Se �,n�ISc,✓ C.T
APPLICANT PHONE# �i'DU _(oy —�J'�o O
O W N S F-4 OWNER sc13je
OWNER ADDRESS S-!'rLQ
U) OWNER PHONE scCr&1L
! / ' a ESTIMATED COST$
U
x IS THIS A CONTRACT COST? _Yes _No
FEE ENCLOSED$ "
TYPE OF JOB:
SO CO New Installation I
Alteration/Addition/Repair
Revised 4/01//2002
APPLICATION FOR ELECTRICAL PERMIT (Continued from reverse side)
TYPE OF BUILDING IS THIS APPLICATION ASSOCIATED WITH A
BUILDING PERMIT APPLICATION? ❑YES ❑ NO
SIDENTIAL
❑BUSINESS CURRENT USE AND OCCUPANCY Urh{/n -,J)W d bk lnoir}-
❑ASSEMBLY
❑MERCANTILE FUTURE USE AND OCCUPANCY --P1 n 1 S)w c1 bc.S��2p�7
❑EDUCATIONAL
❑INSTITUTIONAL
❑FACTORY ENGINEER'S NAME PHONE
❑ STORAGE
❑GARAGE ADDRESS
❑MIXED USE
CITY STATE ZIP
(Other please specify)
TYPE OF INSTALLATION/WIRING METHOD
SIZE OF SERVICE SIZE OF MAIN CONDUCTORS
NUMBER OF METERS NUMBER OF DISCONNECTS AND RATINGS
NUMBER OF PANELS REMOTE DISCONNECT REQUIRED? ❑YES 0 NO
NUMBER OF LIGHT CIRCUITS NUMBER OF POWER CIRCUITS
NUMBER OF SWITCHES NUMBER OF OUTLETS
NUMBER OF LIGHT FIXTURES NUMBER OF HEAT CIRCUITS
NUMBER OF A/C CIRCUITS
SEPARATE HEAT LOSS AND A/C CALCULATIONS MUST BE SUBMITTED.
DESCRIPTION OF WORK
THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO PERFORM THE WORK DESCRIBED AND IS TO
COMPLY WITH ALL LOCAL ORDINANCES AND STATE OF CONNECTICUT BUILDING CODES IN THE
PERFORMANCE OF SUCH WORK.
CONTRACTORS LICENSE NO. TYPE STATE
SIGNATURE OF APPLICAS G�L � DATE 7/�/D�