17A-272 (3) - I 7A 9-7; Contractor Copy of Order
WORK ORDER # 25068 Ordered On: 01 /26/11
ENGINEERNG
181 GOODWIN ST Projected Delivery By: 02/05/11 **
CORP A,T(ON PO BOX 51027 ues
Re ted Delivery: To Be Confirmed
Sam INDIAN ORCHARD, MA 01151 q ry'
Job: ZIEMINSKI
MANUFACTURERS OF ROOF & FLOOR TRUSSES
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187
138 OAK ST.
FLORENCE, MA
Sold To: r.k. Miles, Inc. PO: RU11490- ZIEMINI
24 West St.
West Hatfield, MA 01088 Ordered By: WAYNE HELMS
Attn: WAYNE HELMS
Phone: (413) 247 -8300 Our Salesman: Brian Tetreault
Cancellation Date:01 /29/11
** Truss Engineering must be contacted 7 -10 business days before your optimal delivery date.
Only Matt Taylor or Joe Henley can issue or change a SCHEDULED DELIVERY DATE.
LOADI LLL
ROOF TRUSSES INFOR MATION 400 - BCLL -BCDL - ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUT BY: ON: 1 /
PROFILE I QTYI PITCH I TYPE BASE I O/A I LUMBER OVRHG / CANT I SHIPPING I UNIT I UNIT TOTAL
PLY TOP I BOT TRUSS ID SPAN SPAN TOP I BOT LEFT RIGHT WIDTH WEIGHT 4 PRICE PRICE
MOD. QUEEN
01 -00-00 01 00 -00 06 -08 -04 119
Ti 32 00 -00 132 -00 -0012 X 4 X 4t . 1
8 4.50 0.00 1
GABLE � 1 01-00-00 01-00-00 06 08 04 130
- • 1 [ 4.50 0.00 T1 GE 32-00-00 , 32-00-00 2 X 4I 2 X 4
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. T
Truss Engineering is responsible for supplying only the material as listed on the order. ;SUB-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
1
1 ®i 4r! l " . Truss 1 Truss Type I Qty 1Ply 138 OAK ST. FLORENCE, MA
EyGI AI1O T1 MOD. QUEEN 8 1 i
_
_-_ -___ . __- __.._- __ _ __ - - I JobReferenceloptional) - --- Page
•
Orchard, MA 01151 ID:vzDhdgxbdbFeHRs4cKX
7.250 s Nov 19 2010 MiTek Ndzs8vM bpgdHVlpDxN 4u63vml13AbbN n 26 VLce1nBCmC7zrbNb
- 1 -0 6 -2 -12 11 -9 -14 16-0 -0 � 20 -2 -2 � 25 -9-4 , 32-0 -0 33 -0
1 -0-0 6 -2 -12 5 -7 -2 4 -2 -2 4 -2 -2 5 -7 -2 6 -2 -12 1 -043
•
�' Scale 1:56
m P10. •.'<9
i
4x4 = ts v
_t4 t'
5
4.50 11 2 4x4 12 4x4 *'•
4 18 206 .
ii .....accari illopiK
1.5x4 \\
18
21 1.5x4 //
3 7
17 �
14/111111L/A22 . /
2 g
41 : 9 I9
um 5x9 = 12 13 14 11 15 16 10 5� q
•
4x4 = 5x8 = 4x4 =
•
•
•
•
•
8 -1 -10 16 -0 -0 23 -10-6 32-0 -0
8 -1 -10 7 -10-6 7 -10-6 8 -1 -10
' Plate Offsets (x Y) [2:0-0-6,0-1-2118:070-6,0-1-21 [2.00-6.0-1-21,18:0-O-69-1-4[110-4-0.0-3-01
Lumber Increase 1.15 BC 0.78 Vert(TL) -0.5810 11 > 999 180
• LOADING (psf) 30.8 SPACING 2-0-0 CSI DEFL in I/det1 L/d j PLATES GRIP
TCLL (Ground Snow 40.0) I Plates Increase 1.15 TC 0.86 Vert LL -0.2910 -11 >999 240 MT20 197/144
TCDL 100
• BCLL 0.0 ` I Rep Stress Ina YES WB 0.84 Horz(TL) 0.17 8 n/a Na
BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 120 lb FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity
1650
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD model was used in the analysis and design of this truss.
WEBS 2 X 4 SPF Stud 2- 12= -473/3402, 12 -13= 327/2677, 10) All Plates 20 Gauge Unless Noted
WEDGE 13 -14=- 3272677, 11- 14= 327/2677,
Left. 2 X 4 SPF Stud, 11- 15= 3272677, 15- 16=- 3272677, LOAD CASE(S)
Right 2 X 4 SPF Stud 10.16= 3272677, 8-10 =- 430/3402 Standard
BRACING WEBS
TOP CHORD 3-12=-552/173, 4-12 =- 72/814, 4-11=-1037/211,
Structural wood sheathing directly applied or 2-0-2 oc purifns. 5 -11= 180/1334, 6-11=-1037/211, 6-10 =- 72/814,
BOT CHORD 7- 10= 552/174
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES (10)
REACTIONS (lb/size) 1) Wend: ASCE 7 -02; 100mph; TCDL= 4.2psf; BCDL= 5.Cpsf;
8 = 1748/0-3-8 (min. 0-3-0) h =25ft; Cat II; Exp B; enclosed; MWFRS (low -rise) gable end
2 = 1748/0-3-8 (min. 0-3-0) zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to
Max Horz 12 -4 -13, Exterior(2) 12-4-13 to 16-0-0, Interior(1) 19-7-3 to
2 = -65(LC 7) 29 -4 -13 zone; cantilever left and right exposed ;C -C for members
Max Uplift and fortes & MWFRS for reactions shown; Lumber DOL =1.33
8 = - 283(LC 7) plate grip DOL =1.33
2 = - 283(LC 6) 2) TCLL: ASCE 7-02; Pg= 40.0 psf (ground snow); Pf =30.8 psf
Max Gray (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1
8 = 1907(LC 3) 3) Unbalanced snow loads have been considered for this design.
2 = 1907(LC 2) 4) This truss has been designed for greater of min roof live load of
16.0 psf or 1.00 times flat roof load of 30.8 psf on overhangs
FORCES (lb) non - concurrent with other live loads.
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when 5) This truss has been designed for a 10.0 psf bottom chord live
shown. load nonconcurrent with any other live loads.
TOP CHORD 6)' This truss has been designed for a live load of 20.0psf on the
2 -17 =- 3804/530, 3- 17=- 3686/541, 3 -18- 3382/503, bottom chord in all areas where a rectangle 3&0 tall by 1 -0-0
4 -18= 3274/519, 4 -19 =- 2383/430, wide will fit between the bottom chord and any other members,
5-19 =- 2314/441, 5 -20=- 2314/441, 6-20= 2383/430, with BCDL = 10.0psf.
6-21 =- 3274/519, 7- 21= -3382/503, 7) Provide mechanical connection (by others) of truss to bearing
7-22=-3686/541, 8-22 =- 3804 /530 plate capable of withstanding 100 lb uplift at joint(s) except (it =ib)
BOT CHORD 8 =283, 2 =283.
2- 12=- 473/3402, 12- 13=- 327/2677, 8) This truss is designed in accordance with the 2003 International
13-14= 3272677, 11 -14 =- 3272677, Residential Code sections R502.11.1 and R802.10.2 and
11-15=-327/2677, 15-16=-327/2677, referenced standard ANSI/TPI 1.
1, i. Truss Truss Type Qty Ply 1138 OAK ST FLORENCE, MA
C SE AT •N
• -
F �����I Orchard, MA 01151 GABLE - _ -- 1 7. iJob Reference (optional)
., .j
250 s Nov 19 2010 MTek Industries, Inc. Wed Jan 26 05:31:43 2011 Page 1;
ID: vzDhdgxbdbFeHRs4cKX4Ndzs8vM- M4dDOQwALAEBVVwKtS6BuAIBf tdkjCijIXoN9zrbNl�
- 16 -0-0 I 32 -0-0 33 -0
1-0-0 16 -0-0 16 -0-0 1 -0-0
Scale =1:57.4
4x4 =
9 10 34
4.60 1 12 $
733 11
6 12
•
13 36 32 5 t 0 I I
4 ST7
3 STS
E76 976 ST5 I 14
15
31 ST1 ST2 3T3 ST4 ST4 -S73 ST2 ST1 36
1 2 �� . 1
16 41
o d
3x4 = 3x4 =
30 29 28 27 26 25 24 23 22 21 20 19 18
5x6 --
1
32-0-0
32 -0-0
Plate Offsets [X,Y) .R4: 0-3-0 . 0-34 4
TCLL (Ground S (w=40.0) na Plate Increase ? 5 T 0.30 Ve ((LL) -0.01 (loc) I /deft 20 MT20 PLATES 197/144 17 n/r
Lumber Increase 1.15 BC 0.13 Vert(TL) 0.00 17 n/r 90
TCDL 10.0 Rep Stress lncr YES WB 0.15 Horz(TL) 0.01 16 n/a n/a
BCLL 0.0 BCDL 100 * Code IRC20031TP12002 (Matrix) Weight: 130 lb FT = 10%
1
LUMBER
TOP CHORD 2 X 4 SPF No.2 2) Truss designed for wind loads in the plane of the truss only.
BOT CHORD 2 X 4 SPF No.2 For studs exposed to wind (normal to the face), see MiTek
OTHERS 2 X 4 SPF Stud "Standard Gable End Detail"
BRACING 3) TCLL: ASCE 7-02; Pg= 40.0 psf (ground snow); Pf=30.8 psf
TOP CHORD (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1
Structural wood sheathing directly applied or 6-0-0 oc pudins. 4) Unbalanced snow loads have been considered for this design.
BOT CHORD 5) This truss has been designed for greater of min roof the bad of
Rigid ceiling directly applied or 10-0.0 oc bracing. _ , . .
16.0 psf or 1.00 times flat roof load of 30.8 psf on overhangs
REACTIONS non - concurrent with other live loads.
RE ACTIONS All bearings 32 -0-0. y ff r j
- Max Harz 6) All plates are 1.5x4 MT20 unless otherwise indicated. -4 ,
2= 65( 7) 7) Gable requires continuous bottom chord bearing. `-
p 8) Gable studs spaced at 2 -0-0 oc.
Max Uplift 9) truss has been 9 This t h b designed for a 10.0 psf bottom chord live P
All uplift 100 lb or less at joint(s) 16, 2, t , r 0 01r.
load nonconcurrent with any other live loads.
25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 10)' This truss has been designed for a live bad of 20.0psf on ai
Max Gray
All reactions 250 lb or less at joint(s) 29, 19 the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 t 4
except 16=351(LC 3), 2 =351(LC 2), 24= 261(LC wide will fit between the bottom chord and any other members, A r<-. >_
1), 25=360(LC 2), 26= 349(LC 2), 27= 299(LC 2), with BCDL = 10.0psf.
28=285(LC 2), 30= 510(LC 2), 23=360(LC 3), 11) Provide mechanical connection (by others) of truss to bearing - , ,
22 =349(LC 3), 21 =299(LC 3), 20=285(LC 3), plate capable of withstanding 100 lb uplift at joint(s) 16, 2, 25, 26, . ,,,.
18= 510(LC 3) 27, 28, 29, 30, 23, 22, 21, 20, 19, 18.
12) This truss is designed in accordance with the 2003
International Residential Code sections R502.11.1 and R802.10.2
FORCES (Ib) and referenced standard ANSI/TPI 1.
Max. Comp./Max. Ten - All forces 250 (Ib) or less except when 13) "Semirigid pitchbreaks with fixed heels" Member end fixity
sue model was used in the analysis and design of this truss.
WEBS 14) All Plates 20 Gauge Unless Noted
3- 30=-402/171, 15 -18= -402/171
NOTES (14) LOAD CASE(S)
1) Wind: ASCE 7-02; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Standard
Cat II; Exp B; enclosed; MWFRS (low -rise) gable end zone and
C-C Comer(3) -1-0-0 to 2-7-3, Exterior(2) 2 -7-3 to 12 -4 -13,
Comer(3) 12 -4-13 to 16-0-0, Exterior(2) 19-7-3 to 29 -4-13 zone;
cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL =1.33 plate grip
DOL =1.33
138 Oak St. 2- 7 -11
Key / 7/9 -, 7 138 Oak St. Florence Ma. 11:21am
/ 1of1
KeyBeam® 4.506a
L j )
rr
1miBeatnEngine 4508e (. A f y" �7 c ?) C - o - SP f�3
Materials Database 1242
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL
Live Load: 40 PLF Deck Connection: Nailed Member Weight: 7.2 PLF
Filename: 8 ft beam
Other Loads
Type Trib. Dead Other
(Description) Begin End Width Start End Start End Category
Replacement Uniform (PSF) 0' 0.00" 13' 10.00" 15' 0.00" 10 38 Snow
Additional Uniform (PSF) 0' 0.00" 13' 10.00" 7' 0.00" 10 0 Live
Additional Uniform (PLF) 0' 0.00" 13' 10.00" 0 35 Live
/
3 0 0 5 0 0
/ O 0 O /
8 0 0
Bearings and Reactions
Location Type Input Length Min Required Gravity Reaction Gravity Uplift
1 0' 0.000" Wall 3.500" 1.500" 859# -230#
2 2' 9.375" Wall 3.500" 2.357" 3995# --
3 7 6.750" Wall 3.500" 1.500" 1588# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live Snow
1 139# 44# 720#
2 1138# 175# 2856#
3 440# 70# 1147#
Design spans
2' 9.375" 4' 9.375"
Product: SP PT #1 2 x 10_,..) ( 2 ply ,j
- ---Component Member Design has Passed De Checks:"
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 15784 5330.'# 29% 5.65' Even Spans D +S
Negative Moment 1724.'# 5330.'# 32% 2.78' Total load D +S
Negative Unbrcd 1724.'# 5298.'# 32% 2.78' Total load D +S
Shear 1652.# 3723.# 44% 2.79' Total load D +S
Max. Reaction 3995.# 6568.# 60% 2.78' Total load D +S
LL Deflection 0.0125" 0.1594" 11999+ 5.41' Even Spans S
TL Deflection 0.0168" 0.2391" 0999+ 5.41' Even Spans D +S
Control: Max. Reaction
DOLs: Live =100% Snow =115% Roof = 125% Wind = 160%
This member has been designed in accordance with NDS 2005
All product names are trademarks of their respective owners
'''! 8:"••5 " $i''R,::� Copyright (C)1989 -2005 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 manufacturer's
specifications.
9/I _ k Oak St. S 2- 7 -11 I
Y / 1 38 Oak St. Florence Ma. 11:22am
1of1
k eyBeamn 4506a j..� 1� l�
r
lanBeamEngine 4.508e /J �'L �!�
Materials Database 1242
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC ! IRC
Dead Load: 10 PLF Deflection Criteria: U360 live, L1240 total 1.250" max. LL
Live Load: 40 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: 13ft 10 in b
Other Loads
Type Trib. Dead Other
(Description) Begin End Width Start End Start End Category
Replacement Uniform (PSF) 0' 0.00" 13' 10.00" 15' 0.00" 10 38 Snow
Additional Uniform (PSF) 0' 0.00" 13' 10.00" 7' 0.00" 10 0 Live
Additional Uniform (PLF) 0' 0.00" 13' 10.00" 0 35 Live
............................................................................................................................................................................................................ ............................... .
............................................................................................................................................................................................................ ............................... .
............................................................................................................................................................................................................. ............................... .
............................................................................................................................................................................................................. ............................... .
................................................................................................................................................................................................. .............................. .
............................................................................................................................................................................................................. ............................... .
................................................................................................................................................................................................. .............................. .
............................................................................................................................................................................................................. ............................... .
........................................................................................................... ...... .........................
............... ............................. ;::::................. ............ :':':.............................. .......... : : : : ::... i:II ................... ....
.................................................................... ...........................
.................................................................... .......................... . ... .
/ / /
3 8 0 10 2 0
0 0 03
/ /
1310 0
Bearings and Reactions
Location Type Input Length Min Required Gravity Reaction Gravity Uplift
1 0' 0.000" Wall 3.500" 1.500" 678# -1759#
2 3' 5.375" Wall 3.500" 3.178" 8342# --
3 13' 4.750" Wall 3.500" 1.500" 3229# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live Snow
1 -240# -92# -1518#
2 2394# 365# 5948#
3 920# 142# 2309#
Design spans
3' 5.375" 9' 11.375"
� Product: 1 3/4x9 1/2 Versa -Lam 2.0 -3100 SP y 2 ply
"6ecxipanent s- Rassed.Design CReck;'* ._-- ---
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
Review gravity uplift reaction force of 1759Ibs at bearing 1 and ensure that the structure can resist appropriately.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 6521.'# 16051.'# 40% 9.42' Even Spans D +S
• Negative Moment 7649.'# 16051.'# 47% 3.45' Total load D +S
Negative Unbrcd 7649.'# 15791.'# 48% 3.45' Total load D +S
Shear 4112.# 7265.# 56% 3.46' Total load D +S
Max. Reaction 8342.# 10172.# 82% 3.45' Total load D +S
TL Deflection 0.1960" 0.4974" L/609 8.92' Even Spans D +S
LL Deflection 0.1410" 0.3316" L/846 8.92' Even Spans S
Control: Max. Reaction
DOLs: Live =100% Snow=115% Roof = 125% Wind =160%
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are trademarks of their respective owners
i Wi R1W1c` R ::rCopynght (C)1989 -2005 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 manufacturer's
specifications.
138 Oak St. 2 -7 -11
K . r 1 Q 4 _ 79. 138 Oak St. Florence Ma. 11:21am
lal
Key eamEn 4506a / � � / "G� d
KeyBea e 4.5 4.508e l • L-!'
Materials Database 1242
Member Data
Description: Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total 1.250" max. LL
Live Load: 40 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: 10 ft beam s
Other Loads
Type Trib. Dead Other
(Description) Begin End Width Start End Start End Category
Replacement Uniform (PSF) 0' 0.00" 10' 0.00" 13' 0.00" 10 0 Live
Additional Uniform (PLF) 0' 0.00" 10' 0.00" 0 220 Live
11 IT
/
10 0 0
10 0
10 0 0
Bearings and Reactions
Location Type Input Length Min Required Gravity Reaction Gravity Uplift
1 0' 0.000" Wall 3.500" 1.500" 1718# --
2 9' 6.750" Wall 3.500" 1.500" 1718# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 667# 1052#
2 667# 1052#
Design spans
9' 6.750"
Product: 1 3/4x9 1/2 Versa -Lam 2.0 -3100 SP 2 ply
Component Member Design has Passed Design Checks**
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 4108.'# 13958.'# 29% 4.78' Total load D +L
Shear 1434.# 6318.# 22% 9.08' Total load D +L
Max. Reaction 1718.# 9188.# 18% 0' Total load D +L
TL Deflection 0.1352" 0.4781" L/848 4.78' Total load D +L
LL Deflection 0.0828" 0.3187" L/999+ 4.78' Total load L
Control: Positive Moment
DOLs: Live =100% Snow= 115% Roof =125% Wind= 160%
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
r y'S�, All product names are trademarks of their respective owners
' n#3. 1 i8 1 '3E@'i>: •r Copyright (C)1989 -2005 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 manufacturer's
specifications.