22-029 (5) 216 Spring St 6- 6 -
Key Beam Florence 1:27pm
J 1of
KeyBeam® 4.511d
kmBeamEngine 4.600d
Materials Database 1360
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: SBC
Dead Load: 10 PLF Deflection Criteria: U360 live, L/240 total
Live Load: 40 PLF Deck Connection: Nailed Member Weight: 10.2 PLF
Filename: KYB1
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PSF) Top 0' 0.00" 20' 0.00" 6' 0.00" 10 30 Live
Additional Uniform (PSF) Top 0' 0.00" 20' 0.00" 6' 0.00" 17 31 Snow
Additional Uniform (PLF) Top 0' 0.00" 20' 0.00" 80 0 Live
10 0 0 ® 10 0 0
9 2000
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall Steel 3.500" 1.500" 2100# --
2 9' 9.375" Wall Steel 5.500" 3.367" 6440# --
3 19' 6.750" Wall Steel 3.500" 1.500" 2100# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live Snow
1 925# 770# 796#
2 3084# 2201# 2274#
3 925# 770# 796#
Design spans
9' 9.375" 9' 9.375"
Product: SPF #2 2 x 12 3 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0" oc
NOTE: Nails must be applied from both sides
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4184.'# 9154.'# 45% 3.91' Odd Spans D +0.75(L +S)
Negative Moment 6299.'# 9154.'# 68% 9.78' Total load D +0.75(L +S)
Negative Unbrcd 6299.'# 9088.'# 69% 9.78' Total load D +0.75(L +S)
Shear 2726.# 5240.# 52% 9.29' Total load D +0.75(L +S)
Max. Reaction 6440.# 11236.# 57% 9.78' Total load D +0.75(L +S)
LL Deflection 0.0530" 0.3260" L/999+ 4.4' Odd Spans 0.75(L +S)
TL Deflection 0.0818" 0.4891" U999+ 4.4' Odd Spans D +0.75(L +S)
Control: Negative Unbrcd
DOLs: Live = 100% Snow= 115% Roof= 125% Wind= 160%
Design assumes a repetitive member use increase in bending stress: 15 %
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
r
f s ,A 1 i+,,‘,-,,,,, 4 Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED.
"Passing is defined as when the member, Floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers specifications.
Job Truss ITruss Type _ -- Qty - -- Ply 1216 SPRING ST. FLORENCE, MA
27369 S2 SCISSORS 11 1
Job Reference (optional) •
Truss Engineering Cop., Indian Orchard, MA 01 151 ID: a6CEKKYeSgAUdPPWXg4yDYzSVs6- RD8C2AwTcGXS ?Pr7 M59c dnQL CyK6Fuz
1 - -0 6 -0 -0 12 -0 -0 13 -0 -0
i 1 - 0 -0 6 -0 -0 6 -0 -0 1 .1 -0 -0 1
4x4 Scale = 1
3 0
, N
7.00 12
7 - ]
j 9 1 T1 12
5x8
5x6 \ 5x6
C 4 4
1 j
01 ' 0
6.00x12 1 ��
ISLA
8
6
1.5x4 II
798 #54112# 796#/ -142#
6 -0 -0 12 -0 -0
6 -0 -0 6 -0 -0 1
Plate Offsets (X,Y): [2.0-2-9,0-2-8], [4.0-2-9,0-2-8]
LOADING (psf) 38.5 I SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP
TCLL Plates Increase 1.15 TC 0.77 Vert(LL) -0.10 7 >999 240 MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.25 6 -7 >554 180
BC LL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.18 6 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 51 Ib FT = 10%
•
LUMBER
•
TOP CHORD 2 X 4 SPF 2100E 1.8E 10) This truss is designed in accordance with the 2009 International Residential Code
• BOT CHORD 2 X 4 SPF No.2 WEBS
WEBS 2 X 4 SPF Stud *Except* 3 -7= 0/1075, 2- 7= 0/1469, 4 -7 =- 53/1469 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
W1 2 X 4 SPF No 2 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
i analysis and design of this truss:
BRACING NOTES (12) 12) All Plates 20 Gauge Unless Noted
TOP CHORD 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B,
Structural wood sheathing directly applied or 3 -9 -12 oc purlins, except end verticals. enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -0 -0 to 2 -0 -0,
BOT CHORD Interior(1) 2 -0 -0 to 3-0 -0, Exterior(2) 3 -0 -0 to 6 -0 -0, Interior(1) 9 -0 -0 to 10 -0 -0 zone; LOAD CASE(S)
Rigid ceiling directly applied or 10 -0 -0 oc bracing. cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Standard
shown, Lumber DOL =1.33 plate grip DOL =1.33
REACTIONS (Ih /size) 2) TCLL ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); -
8 = 796/0 -5 -8 (min. 0 -1 -8) Category II, Exp B, Partially Exp.; C1 =1.1
6 = 796/0 -5 -8 (min. 0 - - 8) 3) Unbalanced snow loads have been considered for this design.
Max Horz 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
8 = 101(LC 7) flat roof load of 38.5 psf on overhangs non - concurrent with other live toads.
Max Uplift 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
8 = - 142(LC 8) any other live loads.
6 = - 142(LC 9) 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
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. any other members. ,
TOP CHORD 7) All bearings are assumed to be SPF No.2 . 2-9=-1728/103, 9 -10 =- 1608/108, 3-10 =- 1605/117, 3 -11 =- 1605/138, 8) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to
11 -12 =- 1608/128, 4 -12 =- 1728/123, 2 -8 =- 738/202, 4- 6=- 738/191 grain formula. Building designer should verify capacity of bearing surface.
WEBS 9) Provide mechanical connection (by others) of truss to bearing plate capable of
3 -7= 0/1075, 2- 7= 0/1469, 4 -7=- 53/1469 withstanding 100 lb uplift at joint(s) except (jt =1b) 8 =142, 6 =142.
•
Job Truss Truss Type IQty JPly 216 SPRING ST. FLORENCE, MA I ii
27369 S1 GE GABLE 1 1 I
Job Reference (optional)
-- -- -- -- -
Truss Engineering Corp., Indian Orchard, MA 01151 X 7.250 s.Nov 19 2010 MiTek Industries, Inc. Wed Apr 11 14 1027 2012 Page 1
ID: a6CEKKYeSgAUdPPWXg4yDYzSVs6- 1fT3Q8ubKL9t8x6YnOd1kTXFsl4vaBPGW 6SeZzRnLg
-1 -0- 10 -0 -0 20 -0 -0 1 -0 -Q
-0 -� 10 -0 -0 10 -0 -0 -0 -d
4x4 = Scale = 1:40.2
7
6
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\ r 1 9 10
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' 20 5 x6 = 18
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24 23 15 14
•
2x4 I I , 2x4 ! I
10 -0 -0 20 -0 -0
10 -0 -0 10 -0 -0
-- - - - - -- — --- - - - - --
LOADING (psf)
SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL
Ground Snow =50.5 Plates Increase 1.15 TC 0.09 Vert(LL) 0.01 13 n/r 120 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 13 n/r 90
BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 14 n/a n/a )
Matrix o
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 72Ib. FT 10/
LUMBER
TOP CHORD 2 X 4 SPF 2100E 1.8E NOTES (17) ; 13) Provide mechanical connection (by others) of truss to bearing plate capable of
BOT CHORD 2 X 4 SPF,1650F 1.5E 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =2511; Cat.11; Exp B; - withstanding 100 Ib uplift atjoint(s) 14, 20, 21, 22, 18, 17, 16, 15 except (jt =lb) 24 =135,
WEBS 2 X 4 SPF No.2 endosed; MWFRS (low -rise) gable end zone and C -C Comer(3) -1 -0 -0 to 2 -0 -0, , 23 =103.
OTHERS 2 X 4 SPF Stud Exterior(2) 2 -0 -0 to 7 -0 -0, Comer(3) 7 -0 -0 to 10 -0 -0, Exterior(2) 13 -0 -0 to 18 -0 -0 zone; 14) Beveled plate or shim required to provide full bearing surface with truss chord at
BRACING cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
9 '� joint(s) 19 Z0, 21, 22, 23, 18, 17, 16, 15.
TOP CHORD
shown; Lumber DOL =1.33 plate grip DOL =1.33 15) This truss is designed in accordance with the 2009 International Residential Code
Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to sections 13502.11.1 and R802.10.2 and referenced standard ANSITTPI 1.
BOT CHORD '
wind (normal to the face), see MiTek "Standard Gable End Detail" 16) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); - analysis and design of this truss.
REACTIONS All bearings 20 -0 -0. Category 11; Exp B; Partially Exp.; C1 =1.1 I 17) All Plates 20 Gauge Unless Noted
RE
RE -Max Horz 4) Unbalanced snow loads have been considered for this design.
24=-168(LC 6) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times - LOAD CASE(S)
flat roof Toad of 38.5 psf on overhangs non - concurrent with other live Toads. Standard
Max Uplift
All uplift 100 Ib or less atjoint(s) 14, 20, 21, 22, 18, 17, 6) All plates are 1.5x4 MT20 unless otherwise indicated.
16, 15 except 24=- 135(LC 6), 23=- 103(LC 7) 7) Gable requires continuous bottom chord bearing.
Max Gray 8) Truss to be fully sheathed from one face or securely braced against lateral movement
•
All reactions 250 lb or less at joint(s) 24, 19, 14, 22, 23, 9) abe st ul s spaced
- 16, 15 except 20= 335(LC 2), 21= 264(LC 2), 18= 335(LC 3), 1 Gablle paced ats
17= 264(LC 3) 10) This truruss se s has been deesig gned d
for a 10.0 psf bottom chord live load nonconcurrent
with any other live Toads.
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 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
WEBS
6 -20 =- 293/79, 8 -18 =- 293(79 any other members.,
12) All bearings are assumed to be SPF No.2 .
•
Rob ;Truss 7 russType Qty Ply 216-,SPRING ST. FLORENCE, MA I
27369 S1 SCISSORS 9 1 ,
Job Referencetional) ! _ - -_ _ - -.-
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries Inc. Wed Apr 11 14 10 16 2012 Page 1
I D:a6CE KKYeSgAUdPP WXg4yOYzS Vs6- sXIv601hwzmRJ Fm ReawSn8a91t9SV ?4e_nxNlizRn Lrj
VII -1 -0�_ 5 -0 -0 10 -0 -0 15 -0 -0 20 -0 -0 _21-0-0
- 5 -0 -0 5 -0 -0 5 -0 -0 5 -0 -0 i -0 -d
4x6 I Scale = 1:40.2
4 0 •
7.0012 15 � 16
�� 14 j / ��17 3x6
3
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6x9
13 B1 18 ��
5x6 �� 5x6
M
11 9 \ W7 6
c 2 �� VG2 5x6 % 5x6 ' -- �.., 7 i
■
5.001 12 4 l 1
x 8
12 3x4 11
3x411
1264f1184# 5 -0 -0 10 -0 -0 15 -0 -0 , 20 -0 - 1z64#1084#
5 -0 -0 5 -0 -0 5 -0 -0 5 -0 -0
Plate Offsets (X,Y): [2:03- 0,0 -1 -12] [6:0 -3-0,0 -1.12] __ -- - - - -_l
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /defl L/d PLATES GRIP
TCLL 38.5 Plates Increase 1.15 TC 0.98 Vert(LL) -0.23 10 >999 240 - MT20 197/144
(Ground Snow =50.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.43 9 -10 >544 180
TCDL 10.0 Rep Stress !nor YES WB 0.94 Horz(TL) 0.42 8 n/a n/a -
BCDL 10.0 * Code IRC2009/TPI2007 1 (Matrix) Weight: 841b FT = 10%
BCLL 0.0 —_ — — —
LUMBER
TOP CHORD 2 X 4 SPF No.2 f 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all
BOT CHORD 2 X 4 SPF No.2 TOP CHORD ' areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and
WEBS 2 X 4 SPF Stud *Except* 2 -13 =- 3055/294, 3 -13 =- 2931/307, 3 -14 =- 2758/181, .any other members:
W1,W2: 2 X 4 SPF No.2 14-15=-2661/187, 4-15=-2632/200, 4 16 -- 2632/200,
BRACING 16 -17 =- 2661/187, 5 -17 =- 2758/181 5 -18 =- 2931/294, 7) All bearings are assumed to be SPF No.2 .
TOP CHORD 6 -18 =- 3055/281, 2- 12=- 1297/243, 6 -8 =- 1297/221 8) Bearing atlomt(sp12 8 considers parallel to grain value using ANSI/TPI 1 angle to
grain formula. Building designer should verify capacity of bearing surface.
Structural wood sheathing directly applied, except end verticals. BOT CHORD
BOT CHORD 11- 12=- 203/262, 10 -11 =- 257/2764, 9-10 =- 187/2764, 8 -9 =- 44/262 9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 184 Ib uplift at joint 12 and 184 Ib uplift at joint 8.
Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 10) This truss is designed in accordance with the 2009 International Residential Code
4 -10 =- 85/2183, 3 -11 =- 345/86, 5 -9 =- 345/86, 3 -10= 460/217, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
REACTIONS (lb/size) 5 -10 =- 460/262, 2- 11=- 150!2360, 6 -9 =- 150/2360 - 11) 'Semi -tigid pitchbreaks with fixed heels" Member end fixity model was used in the
12 = 1264/0 -5 -8 (min. 0 -2 -0) • 8 = 1264/0 -5 -8 (min. 0-2 -0) NOTES (12) analysis and design of this truss.
1 Wind: ASCE 7 -05 100m h: TCDL =4.2 sP BCDL =5.0 sf: h =25fT Cat. 11: Exp 8' 12) All Plates 20 Gauge Unless Noted
SC
Max Horz ) P P P P
12 = - 168(LC 6) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -0 -0 to 2 -0 -D
Max Uplift Interior(1) 2 -0 -0 to 7 -0 -0, Exterior(2) 7 -0 -0 to 10 -0 -0, Interior(1) 13 -0 -0 to 18-0 -0 zone LOAD CASE(S)
12 = - 184(LC 8) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Standard.
8 = - 184(LC 9) shown; Lumber DOL =1 -33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow);
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. Category 11; Exp B; Partially Exp.; Ct =1.1 •
TOP CHORD 3) Unbalanced snow loads have been considered for this design.
-
2 -13 =- 3055/294, 3-13 =- 2931/307, 3 -14 =- 2758/181, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
14 -15 =- 2661/187, 4- 15=- 2632/200, 4 -16 =- 2632/200, flat roof load of 38.5 psf on overhangs non - concurrent with other live loads.
16 -17 =- 2661/187, 5-17 =- 2758/181, 5 -18 =- 2931/294, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads. ,
Contractor Copy of Order - •
• WORK ORDER # 27369 Ordered On:04/11/12
ENGINEERING
181 GOODWIN ST Projected Delivery By: 04/21/12 **
CORPORATION PO BOX 51027 Requested Delivery; 04/17/12 **
Amor ' � �a ` INDIAN ORCHARD, MA , 01151
Job: JASON
MANUFACTURERS OF ROOF & FLOOR TRUSSES
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187
216 SPRING ST.
FLORENCE, MA
Sold To: r.k. Miles, Inc. PO: RU41467 -NOVAK
24 West St.
West Hatfield, MA 01088 Ordered By: DOUG HODGINS
Attn: DOUG HODGINS
Phone: (413) 247 -8300
O Salesman: Brian Tetreault
Cancellation Date: 04/14/12
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Requested Delivery" dates are NOT scheduled ship dates:
SPECIAL INSTRUCTIONS: *12" HEEL HEIGHT.
ROOF TRUSSES LOADING t JCLLTCDLBCLLBCDL ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUT BY: ON: / /
INFORMATION 50.0,10.0,0.0,10.
I PROFILE 1 QTY
LY I TOP PITCH TYPE BASE 0/A
BOT TRUSS ID SPAN SPAN L B O E FT / CANT I SHIPPING G WEIGHT I PRICE I PRICE
SCISSORS 01-00-00 01-00-00
9 7.00 5.00 S1 20 -00 -00 20 -00 -00 12 X 4 2 X 4, 06 - - 83
r GABLE 01 - 00 - 00 01 00 - 00 - r 06 - 10 - 00 72
_-4, 1 7.00; 5.00 S 1 GE 20 -00 -00 20 -00 -00 2 X 4 2 X 4
SCISSORS 101 -00 -00 1 01 -00 -00
- — 0-
11 7.00 6.00, S2 12 -00 -00 12 -00 -00 , 2 X 4 2 X 4, 04 - - 51
ROOF SUB - TOTAL:
* * * ** IMPORTANT NOTE * * * **
It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval.
Any and all changes must be received by Truss Engineering prior to the cancellation date.
Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation
date will be perceived as a full approval of order.
Truss Engineering is responsible for supplying only the material as listed on the order. rSS -TOTAL
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
!GRAND TOTAL
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * **
Approved By: Approval Date:
PO #: Requested Delivery Date: — J