36-356 (2) 1
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f'( 0. vi : � \IIZ Building Analysis Job: Emerson Way Cottage
g Y Date: Oct 11, 2011
1 Entire House By:
Vf Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Pro - ect Information
For: Wright Emerson Way Cottage
Desi • n Conditions
Location: Indoor: Heating Cooling
Greenfield, MA, US Indoor temperature ( °F) 68 75
Elevation: 489 ft Design TD ( °F) 73 12
Latitude: 43 °N Relative humidity ( %) 50 50
Outdoor: Heating Cooling Moisture difference (gr /Ib) 48.5 24.7
Drybulb ( °F) -5 87 Infiltration:
Daily range ( °F) - 23 ( M ) Method Simplified
Wetbulb( °F) - 71 Construction quality Tight
Wind speed (mph) 15.0 7.5 Fireplaces 1 (Average)
Heatin •
Component Btuh/ft Btuh % of load Ducts
Walls 3.1 7137 25.4 wa
Glazing 34.3 7274 25.9 """ration
Doors 21.2 1482 5.3
Ceilings 1.3 2470 8.8
Floors 1.5 2745 9.8
Infiltration 7.2 6123 21.8
Ducts 817 2.9 -
Piping 0 0
Humidification 0 0
Ventilation 0 0 -
Adjustments 0
Total 28048 100.0
Coolin • .
Component Btuh/ft Btuh % of load
Other Internal Gains
Walls 0.1 309 1.1
Glazing 24.1 5102 18.4 G'a'
Doors 6.4 447 1.6
Ceilings 0.8 1540 5.6
Floors 0 0 0
Infiltration 1.2 1005 3.6 ceilings
Ducts 16288 58.8
Ventilation 0 0 nfi
Internal gains 3000 10.8
Blower 0 0
Adjustments 0
Total 27691 100.0
Latent Cooling Load = 5177 Btuh
Overall U -value = 0.046 Btuh /ft - °F
Data entries checked.
Bold /italic values have been manually overridden
+_ .41NV wriUhtsoft Rig ht-Su ite® U niversal 7.1.23 R SU10010 2011- Oct - 1909:28:03
AC C: \Users \Drew \Documents \Wrightsoft HVAC \wright ernerson way.rup Calc = MJ8 Orientation = NE Page 1
Entire House d 1880 28048 27691 528 528
Other equip loads 0 0
Equip. @ 0.92 RSM 21475
Latent cooling 3677
TOTALS I 1880 I 28048 I 25152 I 528 I 528
Bold /italic values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
wrightsoft° Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 2
• Job: Emerson Way Cottage
E'( "Al I RS \ER Load Short Form
Date: Oct 11, 2011
I . `7 A Entire House By:
1 v I 1 Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Project Information
For: Wright Emerson Way Cottage
Design Information
Htg CIg Infiltration
Outside db ( °F) -5 87 Method Simplified
Inside db ( °F) 68 75 Construction quality Tight
Design TD ( °F) 73 12 Fireplaces 1 (Average)
Daily range - M
Inside humidity ( %) 50 50
Moisture difference (gr/lb) 48 25
HEATING EQUIPMENT COOLING EQUIPMENT
Make Make
Trade Trade
Model Cond
GAMA ID Coil
ARI ref no.
Efficiency 96 AFUE Efficiency 14 SEER
Heating input 0 Btuh Sensible cooling 0 Btuh
Heating output 0 Btuh Latent cooling 0 Btuh
Temperature rise 0 °F Total cooling 0 Btuh
Actual air flow 528 cfm Actual air flow 528 cfm
Air flow factor • 0.019 cfm /Btuh Air flow factor 0.019 cfm /Btuh
Static pressure 0.02 in H2O Static pressure 0.02 in H2O
Space thermostat Load sensible heat ratio 0.84
ROOM NAME Area Htg load Clg load Htg AVF Clg AVF
(ft (Btuh) (Btuh) (cfm) (cfm)
Family 247 4807 9391 90 179
Kitchen 240 1992 3339 37 64
Dining 154 2539 5290 48 101
entry Hall 130 910 222 17 4
Powder 54 902 314 17 6
Mud 135 1256 472 24 9
MCloset 45 261 39 5 1
MBath 81 1571 517 30 10
MBed 168 4141 4884 78 93
Bed 4 154 3325 1073 63 20
Second fl bath 54 453 52 9 1
Bed 2 120 1963 887 37 17
Bed 3 154 2091 970 39 18
stairs /hall 144 1837 241 35 5
Bold /italic values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
•i. Vyr ; Right-Suite® U niv ersal 7.1.23 RSU10010 2011-Oct-19 09:28:03
/� lU ICPPPIK C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
Job: Emerson Way Cottage
[ >3�� [, \[[; Duct System Summary
Date: Oct 11, 2011
I I V A . Entire House By:
I i Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Project Information
For: Wright Emerson Way Cottage
Heating Cooling
External static pressure 0.02 in H2O 0.02 in H2O
Pressure losses 0.16 in H2O 0.16 in H2O
Available static pressure -0.1 in H2O -0.1 in H2O
Supply / return available pressure -0.12 / -0.02 in H2O -0.12 / -0.02 in H2O
Lowest friction rate -0.08 in /100ft -0.08 in /100ft
Actual air flow 528 cfm 528 cfm
Total effective length (TEL) 186 ft
Supply Branch Detail Table
Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv
Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk
Family-A . c 4696 45 89 - -0.08 0 7x 0 ShMt 36.0 124.0
Family c 4696 45 89 -0.08 0 7x 0 ShMt 36.0 124.0
Kitchen c 3339 37 64 -0.08 0 7x 0 ShMt 36.0 124.0
Dining c 5290 48 101 -0.08 0 7x 0 ShMt 36.0 124.0
entry Hall h 222 17 4 -0.08 0 7x 0 ShMt 36.0 124.0
Powder h 314 17 6 -0.08 0 7x 0 ShMt 36.0 124.0
Mud h 472 24 9 -0.08 0 7x 0 ShMt 36.0 124.0
MCloset h 39 5 1 -0.08 0 7x 0 ShMt 36.0 124.0
MBath h 517 30 10 -0.08 0 7x 0 ShMt 36.0 124.0
MBed c 4884 78 93 -0.08 0 7x 0 ShMt 36.0 124.0 .
Bed 4 h 1073 63 20 -0.08 0 7x 0 ShMt 36.0 124.0
Second fl bath h 52 9 1 -0.08 0 7x 0 ShMt 36.0 124.0
Bed 2 h 887 37 17 -0.08 0 7x 0 ShMt 36.0 124.0
Bed 3 h 970 39 18 -0.08 0 7x 0 ShMt 36.0 124.0
stairs /hall h 241 35 5 -0.08 0 7x 0 ShMt 36.0 124.0
Return Branch Detail Table
Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct
Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk
rb1 Ox 0 528 528 26.0 -0.08 0 0 7x 0 ShMt
Bold /italic values have been manually overridden
/Its -- il•{y_ wfrightsoft Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:05
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
Level 1
Job #: Emerson Way Cottage Powers Air Scale: 1 : 120
Performed for: Page 2
Wright Emerson Way Cottage Right - Suite® Universal
7.1.23 RSU10010
Phone: 413 - 369 - 0100 2011-Oct-19 09:31:21
cnft 1- IVAC \wrinht amcrcnn niav n ii
Level 2
r ....
265 cfn
❑ MBath 1111 10 cfm Bed
Family 44 cfm 39 cfm
T1 26 cfm
I MCloset MBed
3 cfm c
Bed 2
1 33 cfm
37 tfithen
entry Hall Mud
15 cfm
Bed .
1 cm
24 cfm
Dining35 cfm
L _. 11 c1�Wd�6 ctm
Job #: Emerson Way Cottage Powers Air Scale: 1 : 120
Performed for: Page 1
Wright Emerson Way Cottage Right- Suite® Universal
7.1.23 RSU10010
Phone: 413 369 - 0100 2011-Oct-19 09:31:21
enft I- IVACh*irinht nmorenn w.w n u
t
"i '''• I i'. ..,1 1,... Right -J® Worksheet Job: Emerson Way Cottage
Date: Oct 11, 2011
E ntire House
I I' ;t By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name stairs /hall
2 Exposed wall 25.0 ft
3 Ceiling height 9.0 ft heat/cool
4 Room dimensions 12.0 x 12.0 ft
5 Room area 144.0 ft'
' r '
Ty Construction U -value Or I HTM I Area (ft') I Load I Area I Load
number (Btuh /ft' - °F (Btuh /ft') or perimeter (ft) (Btuh) or perimeter
Heat Cool I Gross I N /P /S I Heat Cool I Gross I N /P /S Heat I Cool
6. 15B19 -4wc -8 0.054 ne 2.70 0.02 81 81 225 3
4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0
11P0 0.290 ne 21.17 6.38 0 0 0 0
15B19 -4wc -8 0.054 se 2.61 0.02 72 72 200 3
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0
D
11P0 0.290 se 21.17 6.38 0 0 0 0
W L-G 15821 -Owc -8 0.067 sw 2.90 0.02 0 0 0 0
4A5 -2ov 0.470 sw 34.31 22.58 0 0 0 0
12F -2sw 0.060 nw 4.38 0.53 72 72 315 38
4A5 -2ov 0.470 nw 34.31 18.72 0 0 0 0
D
11P0 0.290 nw 21.17 6.38 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 144 144 189 118
F 21A-32w 0.020 - 1.46 0.00 144 144 210 0
6 c) AED excursion -27
Envelope loss /gain 1139 135
12 a) Infiltration 644 106
b) Room ventilation 0 0
13 Internal gains: Occupants @ 200 0 0
Appliances /other 0
Subtotal (lines 6 to 13) 1783 241
Less external load 0 0
Less transfer 0 0
Redistribution 0 0
14 Subtotal 1783 241
15 Duct loads 3% 0% 54 0
T Air otal room required load (cfm)
I I I 1837 2411
35 5
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
-44 w•l Right - Suite® Universal 7.1.23RSU10010 2011-Oct-19 09:28:03
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 8
ir .
' ' v 1 J . : '` Right -J® Worksheet Job: Emerson Way Cottage
Entire House Date: Oct 11, 2011
A { By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name Bed 2 Bed 3
2 Exposed wall 22.0 ft 30.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 10.0 x 12.0 ft 14.0 x 11.0 ft
5 Room area 120.0 ft' 154.0 ft'
i 1 1 1 1
T Construction U -value Or HTM Area ft' Load Area ft' Load
y number (Bt uh /ft� - °F; I (Btuh /ft') I or perimeter (ft) (Btuh) I or perimeter (ft) (Btuh)
1 Heat I Cool I Gross N /P /S I Heat Cool I Gross N /P /S 1 Heat I Cool
V�
6 15819 -4wc -8 0.054 ne 2.70 0.02 0 0 0 0 45 45 125 2
G� 4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 0 0 0 0
11 PO 0.290 ne 21.17 6.38 0 0 0 0 0 0 0 0
15819 -4wc -8 0.054 se 2.61 0.02 45 45 125 2 126 106 271 0
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 20 1 686 452
D
11P0 0.290 se 21.17 6.38 0 0 0 0 0 0 0 0
15821 -0wc -8 0.067 sw 2.90 0.02 108 92 254 0 99 - 99 304 4
4A5 -2ov 0.470 sw 34.31 22.58 16 1 549 361 0 0 0 0
12F -2sw 0.060 nw 4.38 0.53 45 45 197 24 0 0 0 0
4A5 -2ov 0.470 nw 34.31 18.72 0 0 0 0 0 0 0 0
D 11 PO 0.290 nw 21.17 6.38 0 0 0 0 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 120 120 158 98 154 154 202 126
F 21A -32w 0.020 - 1.46 0.00 120 120 175 0 154 154 225 0
6 c) AED excursion 128 151
Envelope loss /gain 1458 613 1813 734
12 a) Infiltration 449 74 217 36
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 1 200 1 200
Appliances /other 0 0
Subtotal (lines 6 to 13) 1906 887 2030 970
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1906 887 2030 970
15 Duct loads 3% 0% 57 0 3% 0% 61 0
Total room load I I 19631 8871 1 I 2091 I 9701
Air required (cfm) l 37 17 39 18
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
w rip Mt ow =OM Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 7
t '
1 ...`. 1 i; Ir. Right -J® Worksheet Job: Emerson Way Cottage
Ent ire House
1 I� ,�C Date: Oct 11, 2011
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name Bed 4 Second fl bath
2 Exposed wall 36.0 ft 9.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 14.0 x 11.0 ft 6.0 x 9.0 ft
5 Room area 154.0 ft' 54.0 ft'
r 1 1 i 1 i
Ty Construction U -value Or I HTM I Area (f t') Load I Area (ft') Load
number (Btuh /ft' - °F (Btuh /ft') or perimeter (ft) (Btuh) or perimeter (ft) I (Btuh)
Heat Cool Gross I N /P /S Heat Cool I Gross I N /P /S I Heat I Cool
6 w 15819 -4wc -8 0.054 ne 2.70 0.02 99 99 275 4 81 81 225 3
I-G 4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 0 0 0 0
. f D 11P0 0.290 ne 21.17 6.38 0 0 0 0 0 0 0 0
15819 -4wc -8 0.054 se 2.61 0.02 0 0 0 0 0 0 0 0
11 - 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 0 0 0 0
D
11P0 0.290 se 21.17 6.38 0 0 0 0 0 0 0 0
V/ 15821 -0wc -8 0.067 sw 2.90 0.02 99 99 304 4 0 0 0 0
- G 4A5 -2ov 0.470 sw 34.31 22.58 0 0 0 0 0 0 0 0
12F -2sw 0.060 nw 4.38 0.53 126 106 464 56 0 0 0 0
4A5 -2ov 0.470 nw 34.31 18.72 20 0 686 374 0 0 0 0
D
11P0 0.290 nw 21.17 6.38 0 0 0 0 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 154 154 202 126 54 54 71 44
F 21A -32w 0.020 - 1.46 0.00 154 154 225 0 54 54 79 0
6 c) AED excursion 132 -6
Envelope loss /gain 2157 697 374 41
12 a) Infiltration 1071 176 65 11
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 1 200 0 0
Appliances /other 0 0
Subtotal (lines 6 to 13) 3228 1073 440 52
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 3228 1073 440 52
15 Duct loads 3% 0% 97 0 3% 0% 13 0
T Air otal room required load (cfm)
I 1 I 3325 10731 I I 4531 52
63 20 9 1
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
-r wrIpMtrc*?t Right - Suite® Universal 7.1.23 RSU10010 2011-Oct-19 09:28:03
C: \Users \Drew\Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 6
' : 1 i" ))' Right -J® Worksheet Job: Emerson Way Cottage
I i ti �'r( Entire House Date: Oct 11, 2011
l By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name MBath MBed
2 Exposed wall 9.0 ft 40.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 9.0 x 9.0 ft 14.0 x 12.0 ft
5 Room area 81.0 ft' 168.0 ft'
i 1 1 i 1 i
Ty Construction U -value Or I HTM I Area (ft') Load I Area (ft') Load
number (Btuh /ft' - °F; (Btuh /ft') or perimeter (ft) I (Btuh) or perimeter (ft) I (Btuh)
I F
Heat I Cool Gross I N /P /S I Heat Cool I Gross N /P /S Heat Cool
6 \l' 15B19 -4wc -8 0.054 ne 2.70 0.02 0 0 0 0 126 106 271 0
4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 20 0 686 374
11P0 0.290 ne 21.17 6.38 0 0 0 0 0 0 0 0
15B19 -4wc -8 0.054 se 2.61 0.02 0 0 0 0 117 117 325 4
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 0 0 0 0
D
11P0 0.290 se 21.17 6.38 0 0 0 0 0 0 0 0
15B21 -Owc -8 0.067 sw 2.90 0.02 0 0 0 0 0 0 0 0
4A5 -2ov 0.470 sw 34.31 22.58 0 0 0 0 0 0 0, 0
12F -2sw 0.060 nw 4.38 0.53 81 69 302 36 117 93 407 49
4A5 -2ov 0.470 nw 34.31 18.72 12 0 412 225 24 0 823 449
D
11P0 0.290 nw 21.17 6.38 0 0 0 0 , 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 81 81 106 66 168 168 271 138
F 21A -32w 0.020 - 1.46 0.00 81 81 118 0 168 168 245 0
6 c) AED excursion I 94 42
Envelope loss /gain 939 421 2978 1057
12 a) Infiltration 586 96 1042 171
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 0 0 2 400
Appliances /other 0 0
Subtotal (lines 6 to 13) 1525 517 4020 1628
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1525 517 4020 1628
15 Duct loads 3% 0% 46 0 3% 200% 121 3256
I Total room load I I I 15711 5171 I I 4141 I 4884
Air required (cfm) 30 10 78 93
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
' wrlglhtare>s°t Right - Suite® Universal 7.1.23 RSU10010 • 2011-Oct-19 09:28:03
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 5
,r
•
-, .v..1 '') p Right -J® Worksheet Job: Emerson Way Cottage
1 ! Entire House Date: Oct 11, 2011
! [ j '4 ,` 1 By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name Mud MCloset
2 Exposed wall 15.0 ft 4.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 9.0 x 15.0 ft 9.0 x 5.0 ft
5 Room area 135.0 f t' 45.0 f t'
T Construction U -value Or HTM Area ft' Load Area ft' Load
y number (Btuh /ft' - °F) I (Btuh /ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh)
Heat Cool Gross I N /P /S I Heat I Cool I Gross I N /P /S Heat I Cool
6 Vt/ 15819 -4wc -8 0.054 ne 2.70 0.02 135 114 292 0 36 36 100 1
I L-c 4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 0 0 0 0
D 11P0 0.290 ne 21.17 6.38 21 21 445 134 0 0 0 0
15B19 -4wc -8 0.054 se 2.61 0.02 0 0 0 0 0 0 0 0
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 0 0 0 0
D
11P0 0.290 se 21.17 6.38 0 0 0 0 0 0 0 0
y/ 15821 -0wc -8 0.067 sw 2.90 0.02 0 0 0 0 0 0 0 0
G 4A5 -2ov 0.470 sw 34.31 22.58 0 0 0 0 0 0 0 0
12F -2sw 0.060 nw 4.38 0.53 0 0 0 0 0 0 0 0
4A5 -2ov 0.470 nw 34.31 18.72 0 0 0 0 0 0 0 0
D
11P0 0.290 nw 21.17 6.38 0 0 0 0 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 135 135 177 111 45 45 59 37
F 21A -32w 0.020 - 1.46 0.00 135 135 197 0 45 45 66 0
6 c) AED excursion -26 -4
Envelope loss /gain 1111 218 2251 34
12 a) Infiltration 109 18 29 5
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 0 0 0 0
Appliances /other 0 0
Subtotal (lines 6 to 13) 1219 236 254 39
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1219 236 254 39
15 Duct loads 3% 100% 37 236 3% 0% 8 0
Total room load I 1 1 12561 4721 1 1 2611 39
Air required (cfm) 24 9 5 1
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
- w.-iuhtra.Vt Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
ACtAk C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 4
•
` 1 1 - "' '' II,. Right -J® Worksheet Job: Emerson Way Cottage
1 1 ]I ' 4 Entire House Date: Oct 11, 2011
l <` By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name entry Hall Powder
2 Exposed wall 5.0 ft 15.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 5.0 x 26.0 ft 9.0 x 6.0 ft
5 Room area 130.0 ft' 54.0 ft'
1 1 1 1 1 i
Ty Construction U -value Or HTM Area (ft') Load 1 Area (ft') Load
number (Btuh /ft' - °F; I (Btuh /ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh)
I `
Heat I Cool I Gross I N /P /S Heat I Cool I Gross I N /P /S Heat 1 Cool
6 15B19 -4wc -8 0.054 ne 2.70 0.02 0 0 0 0 54 54 150 2
4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 0 0 0 0
D 11P0 0.290 ne 21.17 6.38 0 0 0 0 0 0 0 0
15B19 -4wc -8 0.054 se 2.61 0.02 45 24 42 0 81 73 193 0
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 8 0 274 181
D
11P0 0.290 se 21.17 6.38 21 21 445 134 0 0 0 0
15B21 -0wc -8 0.067 sw 2.90 0.02 0 0 0 0 0 0 0 0
4A5 -2ov 0.470 sw 34.31 22.58 0 0 0 0 0 0 0 0
12F -2sw 0.060 nw 4.38 0.53 0 0 0 0 0 0 0 0
4A5 -2ov 0.470 nw 34.31 18.72 0 0 0 0 0 0 0 0
D
11P0 0.290 nw 21.17 6.38 0 0 0 0 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 130 130 171 106 54 54 71 44
F 21A -32w 0.020 - 1.46 0.00 130 130 190 0 54 54 79 0
6 c) AED excursion -25 69
Envelope loss /gain 847 216 767 296
12 a) Infiltration 36 6 109 18
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 0 0 0 0
Appliances /other 0 0
Subtotal (lines 6 to 13) 883 222 876 314
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 883 222 876 314
15 Duct loads 3% 0% 27 0 3% 0% 26 0
T 910 222 902 314
Air otal required room load (cfm) I ( I
17 4 I I
17 6
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
.-4- wri Vt Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 3
v i .; ii.! Right -J® Worksheet Job: Emerson Way Cottage
Entire House Date: Oct 11, 2011
���` ;� By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name Kitchen Dining
2 Exposed wall 19.0 ft 25.0 ft
3 Ceiling height 9.0 ft heat/cool 9.0 ft heat /cool
4 Room dimensions 16.0 x 15.0 ft 14.0 x 11.0 ft
5 Room area 240.0 ft' 154.0 ft'
i 1 1 1
T Construction U -value Or HTM Area ft' Load Area ft' Load
y number (Btuh /ft' - °F ( (Btuh /ft') � or perimeter (ft) (Btuh) or perimeter (ft) (Btuh)
I
Heat I Cool I Gross I N /P /S Heat I Cool Gross I N /P /S Heat I Cool
6 Vu 15819 -4wc -8 0.054 ne 2.70 0.02 ` 0 0 0 0 0 0 0 0
4A5 -2ov 0.470 ne 34.31 18.72 0 0 0 0 0 0 0 0
11P0 0.290 ne 21.17 6.38 0 0 0 0 0 0 0 0
15119 -4wc -8 0.054 se 2.61 0.02 18 18 50 1 126 98 239 0
11 4A5 -2ov 0.470 se 34.31 22.58 0 0 0 0 28 1 961 632
D
11P0 0.290 se 21.17 6.38 0 0 0 0 0 0 0 0
W 15821 -0wc -8 0.067 sw 2.90 0.02 135 119 337 0 99 87 246 0
G 4A5 -2ov 0.470 sw 34.31 22.58 16 1 549 361 12 1 412 271
12F -2sw 0.060 nw 4.38 0.53 18 18 79 10 0 0 0 0
4A5 -2ov 0.470 nw 34.31 18.72 0 0 0 0 0 0 0 0
D
11P0 0.290 nw 21.17 6.38 0 0 0 0 0 0 0 0
C 16B -56ad 0.018 - 1.31 0.82 240 240 315 197 154 154 202 126
F 21A -32w 0.020 - 1.46 0.00 240 240 350 0 154 154 225 0
6 c) AED excursion 103 -96
Envelope loss /gain 1680 671 2284 934
12 a) Infiltration 253 42 181 30
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 2 400 4 800
Appliances /other 0 0
Subtotal (lines 6 to 13) 1934 1113 2465 1763
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 1934 1112 2465 1763
15 Duct loads 3% 200% 58 2226 3% 200% 74 3527
Total room required load (cfm)
1 1 1 19921 33391 1 25391 52901
Air 37 64 48 101
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
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AC C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 2
''` I ' I I' Right -J® Worksheet Job: Emerson Way Cottage
1 1 1 r ,.: ( Entire House Date: Oct 11, 2011
I By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
1 Room name Entire House Family
2 Exposed wall 286.0 ft 32.0 ft
3 Ceiling height 9.0 ft d 9.0 ft heat /cool
4 Room dimensions 19.0 x 13.0 ft
5 Room area 1880.0 ft' 247.0 ft'
1 1 1 i 1
Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load
number (Btuh /ft' - °F) (Btuh /ft') or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh)
I
Heat I Cool Gross N /P /S I Heat I Cool Gross I N /P /S I Heat 1 Cool
6 Vy 15819 -4wc -8 0.054 ne 2.70 0.02 657 616 1661 14 0 0 0 0
I I-G 4A5 -2ov 0.470 ne 34.31 18.72 20 0 686 374 0 0 0 0
D
11P0 0.290 ne 21.17 6.38 21 21 445 134 0 0 0 0
15819 -4wc -8 0.054 se 2.61 0.02 630 553 1444 10 0 0 0 0
11 4A5 -2ov 0.470 se 34.31 22.58 56 6 1921 1265 0 0 0 0
D 11P0 0.290 se 21.17 6.38 21 21 445 134 0 0 0 0
15821 -0wc -8 0.067 sw 2.90 0.02 657 601 1746 9 117 105 301 0
4A5 -2ov 0.470 sw 34.31 22.58 56 6 1921 1265 12 1 412 271
12F -2sw 0.060 nw 4.38 0.53 630 522 2286 276 171 119 521 63
4A5 -2ov 0.470 nw 34.31 18.72 80 0 2745 1498 24 0 823 449
D 11P0 0.290 nw 21.17 6.38 28 28 593 179 28 28 593 179
C 16B -56ad 0.018 - 1.31 0.82 1880 1880 2470 1540 247 247 325 202
F 21A -32w 0.020 - 1.46 0.00 1880 1880 2745 0 247 247 361 0
•
6 c) AED excursion 700 165
Envelope loss /gain 21108 7397 3335 1329
12 a) Infiltration 6123 1005 1332 219
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 200 15 3000 4 800
Appliances /other 0 0
Subtotal (lines 6 to 13) 27231 11403 4667 2348
Less external load 0 0 0 0
Less transfer 0 0 0 0 .
Redistribution 0 0 0 0
14 Subtotal 27231 11403 4667 2348
15 Duct loads 3% 143% 817 16288 3% 300% 140 7043
Total Air re q
room uired load (cfm)
I 1 i 28048 1 27691 528 I I 48071
90 9391
179
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
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C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
t vv 1 R 'e I R AED Assessment Job: Emerson Way Cottage
Date: Oct 11, 2011
1 . j V A Entire House By:
1 Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Project Information
For: Wright Emerson Way Cottage
Design Conditions
Location: Indoor: Heating Cooling
Greenfield, MA, US Indoor temperature ( °F) 68 75
Elevation: 489 ft Design TD ( °F) 73 12
Latitude: 43 °N Relative humidity ( %) 50 50
Outdoor: Heating Cooling Moisture difference (gr /Ib) 48.5 24.7
Dry bulb ( °F) -5 87 Infiltration:
Daily range ( °F) - 23 ( M )
Wet bulb ( °F) - 71
Wind speed (mph) 15.0 7.5
Test for Adequate Exposure Diversity
Hourly Glazing Load
5111
5-u
5nl -
4,5D- -
4,/11
-11
3
2 2
N
on 2111
-
N
a
C 1,»
1,111 -
TO-
0 i- - - -- i I { — I — + I _ +
8 9 10 11 12 13 14 15 16 17 18 19 2)
Hour of Day
, Hourly Average / AED limit
Maximum hourly glazing load exceeds average by 47.3 %.
House does not have adequate exposure diversity (AED), based on AED limit of 30 %.
AED excursion: 700 Btuh (PFG - 1.3 *AFG)
Bold /italic values have been manually overridden
ie ti Pk" wrightsoft' Rig ht- Suite® Universal 7.1 .23 R SU 10010 2011- Oct -19 09:28:03
,/ GOIN, C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
a
('i 1 +, , I {� '+II: Project Summary Job: Emerson Way Cottage
J Summary Date: Oct 11, 2011
11. Entire House By:
Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Pro - ect Information
For: Wright Emerson Way Cottage
Notes:
Desi • n Information
Weather: Greenfield, MA, US
Winter Design Conditions Summer Design Conditions
Outside db - °F Outside db 87 °F
Inside db 68 °F Inside db 75 °F
Design TD 73 °F Design TD 12 °F
Daily range M
Relative humidity 50 %
Moisture difference 25 gr /Ib
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 27231 Btuh Structure 11403 Btuh
Ducts 817 Btuh Ducts 16288 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 28048 Btuh Use manufacturer's data n
Rate /swing multiplier 0.92
Infiltration Equipment sensible load 21475 Btuh
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Tight
Fireplaces 1 (Average) Structure 4277 Btuh
Ducts 900 Btuh
Heating Cooling Central vent (0 cfm) 0 Btuh
Area (ft 1880 1880 Equipment latent load 3677 Btuh
Volume (ft 5406 5406
Air changes /hour 0.37 0.37 Equipment total load 25152 Btuh
Equiv. AVF (cfm) 78 78 Req. total capacity at 0.80 SHR 2.2 ton
Heating Equipment Summary Cooling Equipment Summary
Make Make
Trade Trade
Model Cond
GAMA ID Coil
ARI ref no.
Efficiency 96 AFUE Efficiency 14 SEER
Heating input 0 Btuh Sensible cooling 0 Btuh
Heating output 0 Btuh Latent cooling 0 Btuh
Temperature rise 0 °F Total cooling 0 Btuh
Actual air flow 528 cfm Actual air flow 528 cfm
Air flow factor 0.019 cfm /Btuh Air flow factor 0.019 cfm /Btuh
Static pressure 0.02 in H2O Static pressure 0.02 in H2O
Space thermostat Load sensible heat ratio 0.84
Bold /italic values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
's - -`4 s
.- wrightaft Rig ht- Suite® U niversal 7.1.23 RSU10010 2011- Oct - 1909:28:03
ACLA C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
1)c 011, 1 1:'; r 1p, Component Constructions Job: Emerson Way Cottage
I' Date: Oct 11, 2011
1 ,\ Entire House By:
1 �/ Powers Air
Phone: 413 - 369 -0100 Email: powersair @comcast.net
Pro'ect Information
For: Wright Emerson Way Cottage
Design Conditions
Location: Indoor: Heating Cooling
Greenfield, MA, US Indoor temperature ( °F) 68 75
Elevation: 489 ft Design TD ( °F) 73 12
Latitude: 43 °N Relative humidity ( %) 50 50
Outdoor: Heating Cooling Moisture difference (gr /Ib) 48.5 24.7
Drybulb ( °F) -5 87 Infiltration:
Dailyrange ( °F) - 23 ( M ) Method Simplified
Wet bulb ( °F) - 71 Construction quality Tight
Wind speed (mph) 15.0 7.5 Fireplaces 1 (Average)
Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain
ft' Btuh/ft.-°F ft' - °F /Btuh Btuh/ft' Btuh Btuh /ft' Btuh
Walls
15B19-4wc-8: Bg wall, heavy dry or light damp soil, 2 "x4" wood int frm, ne 616 0.036 23.0 2.70 1661 0.02 14
concrete wall, r -4 ins, r -19 cav ins, 8" thk, 1/2" gypsum board int fnsh se 553 0.036 23.0 2.61 1444 0.02 10
all 1169 0.036 23.0 2.66 3105 0.02 24
15821- 0wc -8: Bg wall, heavy dry or light damp soil, 2 "x4" wood int frm, sw 601 0.039 21.0 2.90 1746 0.02 9
concrete wall, r -4 ins, r -30 cav ins, 8" thk, 1/2" gypsum board int fnsh
12F -2sw: Frm wall, wd ext, 1/2" wood shth, r -30 cav ins, 1/2" gypsum nw 522 0.060 23.0 4.38 2286 0.53 276
board int fnsh, r -2 ext bd ins, 2 "x6" wood frm, r -4 int bd ins
Partitions
(none)
Windows
4A5 -2ov: 2 glazing, clr low -e outr, argon gas, vnl frm mat, clr innr, 1/2" ne 20 0.470 0 34.3 686 18.7 374
gap, 1/4" thk; 50% drapes, medium; 50% outdoor insect screen; 1.6 ft se 56 0.470 0 34.3 1921 22.6 1265
overhang (4 ft window ht, 1.6 ft sep.) sw 56 0.470 0 34.3 1921 22.6 1265
nw 80 0.470 0 34.3 2745 18.7 1498
all 212 0.470 0 34.3 7274 20.8 4402
Doors
11 P0: Door, mtl pur core type ne 21 0.290 10.5 21.2 445 6.38 134
se 21 0.290 10.5 21.2 445 6.38 134
nw 28 0.290 10.5 21.2 593 6.38 179
all 70 0.290 10.5 21.2 1482 6.38 447
Ceilings
16B -56ad: Attic ceiling, asphalt shingles roof mat, r -56 ceil ins, 1/2" 1880 0.018 56.0 1.31 2470 0.82 1540
gypsum board int fnsh
Floors
21A-32w: Bg floor, heavy dry or light damp soil, hrd wd flr fnsh 1880 0.020 0 1.46 2745 0 0
' wrlghtsott= Right - Suite® Universal 7.1.23 RSU10010 2011-Oct-19 09:28:03
AC +
C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
t
Ii( 1 \EI1 Building Analysis Job: Emerson Way Cottage
g Y Date: Oct 11, 2011
1 jj � Entire House By:
I 1 �� Powers Air
Phone: 413- 369 -0100 Email: powersair @comcast.net
Pro'ect Information
For: Wright Emerson Way Cottage
Desi • n Conditions
Location: Indoor: Heating Cooling
Greenfield, MA, US Indoor temperature ( °F) 68 75
Elevation: 489 ft Design TD ( °F) 73 12
Latitude: 43 °N Relative humidity ( %) 50 50
Outdoor: Heating Cooling Moisture difference (gr /Ib) 48.5 24.7
Dry bulb ( °F) -5 87 Infiltration:
Daily range ( °F) - 23 ( M ) Method Simplified
Wetbulb( °F) - 71 Construction quality Tight
Wind speed (mph) 15.0 7.5 Fireplaces 1 (Average)
Heatin •
Component Btuh /ft Btuh % of load °-
Walls 3.1 7137 25.4
Glazing 34.3 7274 25.9
Doors 21.2 1482 5.3
Ceilings 1.3 2470 8.8
Floors 1.5 2745 9.8
Infiltration 7.2 6123 21.8
Ducts 817 2.9 "-
Piping 0 0
Humidification 0 0 ,
Ventilation 0 0
Adjustments 0
Total 28048 100.0
Coolin •
Component Btuh/ft Btuh % of load
Other internal Gales
Walls 0.1 309 1.1
Glazing 24.1 5102 18.4
Doors 6.4 447 1.6
Ceilings 0.8 1540 5.6
Floors 0 0 0
Infiltration 1.2 1005 3.6
Ducts 16288 58.8
Ventilation 0 0
Internal gains 3000 10.8
Blower 0 0
Adjustments 0 ° °as
Total 27691 100.0
Latent Cooling Load = 5177 Btuh
Overall U -value = 0.046 Btuh /ft - °F
Data entries checked.
Bold /italic values have been manually overridden
........,4.' - yyriahtsatt Right- Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
ACOlk, C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
Entire House d 1880 28048 27691 528 528
Other equip loads 0 0
Equip. @ 0.92 RSM 21475
Latent cooling 3677
TOTALS I 1880 I 28048 I 25152 I 528 I 528
Bold /italic values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
wrightsaft Right- Suite® U niversal 7.1.23 R SU 10010 2011- Oct - 1909:28:03
C: \Users \Drew \Documents\Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 2
r
ED Emerson Way Cottage
1}(. )\ IT6 I Load Short Form
Date: Oct 11, 2011
v l�, , Entire House , r; By: . : - 7 .
i . 3 ( 3 3
.6
�_ � 1 �- Powers Air
I
DEM OF BUILDING i ; ::::, ` —
Phone: 413- 369 -0100 Email: powersair @comcast.net NORTHAMPTON, iv ,_ ,. , 0 l
Project Information
For: Wright Emerson Way Cottage
11 twtaf‘o ra Wtrl
P-tNticie Mk
Design Information
Htg CIg Infiltration
Outside db ( °F) -5 87 Method Simplified
Inside db ( °F) 68 75 Construction quality Tight
Design TD ( °F) 73 12 Fireplaces 1 (Average)
Daily range - M
Inside humidity ( %) 50 50
Moisture difference (gr/lb) 48 25
HEATING EQUIPMENT COOLING EQUIPMENT
Make Make
Trade Trade
Model Cond
GAMA ID Coil
ARI ref no.
Efficiency 96 AFUE Efficiency 14 SEER
Heating input 0 Btuh Sensible cooling 0 Btuh
Heating output 0 Btuh Latent cooling 0 Btuh
Temperature rise 0 °F Total cooling 0 Btuh
Actual air flow 528 cfm Actual air flow 528 cfm
Air flow factor 0.019 cfm /Btuh Air flow factor 0.019 cfm /Btuh
Static pressure 0.02 in H2O Static pressure 0.02 in H2O
Space thermostat Load sensible heat ratio 0.84
ROOM NAME Area Htg load Clg load Htg AVF CIg AVF
(ft (Btuh) (Btuh) (cfm) (cfm)
Family 247 4807 9391 90 179
Kitchen 240 1992 3339 37 64
Dining 154 2539 5290 48 101
entry Hall 130 910 222 17 4
Powder 54 902 314 17 6
Mud 135 1256 472 24 9
MCloset 45 261 39 5 1
MBath 81 1571 517 30 10
MBed 168 4141 4884 78 93
Bed 4 154 3325 1073 63 20
Second fl bath 54 453 52 9 1
Bed 2 120 1963 887 37 17
Bed 3 154 2091 970 39 18
stairs /hall 144 1837 241 35 5
Bold /italic values have been manually overridden
Printout certified by ACCA to meet all requirements of Manual J 8th Ed.
wr g ht so f. Right - Suite® Universal 7.1.23 RSU10010 2011- Oct - 1909:28:03
•
1 A C: \Users \Drew \Documents \Wrightsoft HVAC \wright emerson way.rup Calc = MJ8 Orientation = NE Page 1
3(33?; Wright Builders, Inc. 48 Bates Street �R n � I � � ' L J/� n
RECEIVED g ate 10/20/2011 Job No. 11 -249
r �
Northampton, Ma 01060
(413) 586 -8287
OCT 2 0 2011 Re: New House
Fax (413) 587 -9276 77 Emerson Wa
OF D► v Florence, MA
AJvAP7 MA 01060
To:
To: Chuck Miller _
Assistant Bldg Commissioner
Northampton Bldg Dept
We are Sending You Attached 1-. Under Separate Cover via
The Following Items:
Shop Drawings Prints Plans Samples r - Specifications
r' Copy of Letter 1 Change Order 'a
Copies Date No. Description
1 10/11/11 Manual J & D heat talcs by Powers Air HVAC
These are Transmitted as checked below:
For approval Approved as submitted Resubmit copies for approval
" For your use 1._.. Approved as noted Submit copies for distribution
As Requested r Returned for corrections Return corrected prints
1 For For review and comment
T FOR BIDS DUE PRINTS RETURNED AFTER LOAN TO US
Remarks
Hi Chuck,
The Energy Verification / insulation compliance documentation is expected from CET, the third party rater, on
approx 10/28/11. We'll drop it off at the Bldg Dept as soon as we receive it.
Copy to File
Signed: Linda Gaudreau
KeyBuildStructureT "2.310g WrightWhitmanCttge - Level 8 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3:22pm
7 of 7
Member Data
Description: CaIcB7 Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 8' 7.50" 9' 3.00" 353 600 Snow
Point (LBS) Top 8' 7.50" 1143 2700 Snow
9 3 0
9 3 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 311# --
2 9' 1.750" Wall N/A N/A 1.594" 4185# --
Maximum Load Case Reactions
Used for applying point loads for line loads) to carrying members
Dead Snow
1 131# 180#
2 1321# 2864#
Design spans
9' 1.750"
Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply
Component Member Design has Passed Design Checks. **
Minimum 1.59" bearing required at bearing # 2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 2239.'4 24466.'# 9% 8.57' Total load D +S
Shear 2009.# 9081.# 22% 8.58' Total load D +S
TL Deflection 0.0241" 0.4573" L/999+ 5.03' Total load D +S
LL Deflection 0.0155" 0.3049" L/999+ 5.49' Total load S
Control: Shear
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 Michael Greaney
1,x �• r.k. Miles, Inc.
t , Cop (C)'987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
"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 llsled 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.
KeyBuildStruanreT"2.310g WrightWhitmanCttge - Level 8 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3:22pm
2 of 7
Member Data rf
Description: CaIcB2 Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Point (LBS) Top 0' 0.63" 1143 2700 Snow
Point (LBS) Top 9' 2.38" 1143 2700 Snow
,
11 Yh
9 3 0 /
P 930
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3897# --
2 9' 1.750" Wall N/A N/A 1.500" 3897# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Snow
1 1197# 2700#
2 1197# 2700#
Design spans
9' 1.750"
Product: 1- 3/4x11 -7/8 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 continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 122.'# 19147.'# 0% 4.57' Total load D
Shear 42.# 7107.# 0% 8.23' Total load D
TL Deflection 0.0019" 0.4573" L/999+ 4.57' Total load D +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
All product names are trademarks oitheir respective owners Michael Greaney
#,,' r.k. Miles, Inc.
alp r € nF-r.
+, -.; Copyright (C)1987 -2011 by Keymark Enterprises. LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
"Passing is defined as when the member, floorjoist, seam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The
design must be rev ewed by a qualified designer or design professional as required for approval. This design assumes product installation accordlnq to the manufacturers specifications.
t
KeyBuild structureT" 2310g WrightWhitmanCttge - Level 8 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3:22pm
5 of 7
Member Data O
Description: CaIcB5 Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 6' 6.00" 263 701 Live
TI IT
/ /
6 6 0
2 660
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3111# --
2 6' 4.750" Wall N/A N/A 1.500" 3111# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 870# 2241#
2 870# 2241#
Design spans
6' 4.750"
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 continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4975.'# 13958.'# 35% 3.2' Total load D +L
Shear 2341.# 6317.# 37% 0.01' Total load D +L
TL Deflection 0.0732" 0.3198" L/999+ 3.2' Total load D +L
LL Deflection 0.0528" 0.2132" L/999+ 3.2' Total load L
Control: Shear
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 Michael Greaney
r.k. Miles, Inc.
-„ Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
*'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
KeyBuild structure' 23I Og WrightWhitmanCttge - Level 8 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3:22pm
4 of 7
Member Data
Description: CaIcB4 G Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L1240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 6' 6.00" 263 701 Live
TI IT
/ /
660
O m/
6 6 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.500" 3111# --
2 6' 4.750" Wall N/A N/A 1.500" 3111# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 870# 2241#
2 870# 2241#
Design spans
6' 4.750"
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 continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4975.'# 13958.'# 35% 3.2' Total load D +L
Shear 2341.# 6317.# 37% 5.76' Total load D +L
TL Deflection 0.0732" 0.3198" L/999+ 3.2' Total load D +L
LL Deflection 0.0528" 0.2132" L/999+ 3.2' Total load L
Control: Shear
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 her respective owners Michael Greaney
.-; � ; r.k. Miles, Inc.
0 < 4,4 Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
* *Passing is defined as when the member, floor Joist beam or girder, shown on Ihls 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
KeyBuild Structure' ^D.31 Og WrightWhitmanCttge - Level 8 10-18-11
kmBeamEngine 4.509s
Materials Database 1314 3:22pm
1 of 7
Member Data
Description: CaIcG1 Member Type: Girder Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 23.7 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 4' 11.38" 0 741 Snow
Replacement Uniform (PLF) Top 0' 0.00" 4' 11.38" 490 252 Live
Replacement Uniform (PLF) Top 0' 0.00" 15' 11.00" 0 1 Live
Replacement Uniform (PLF) Top 4' 11.38" 11' 2.38" 0 741 Snow
Replacement Uniform (PLF) Top 4' 11.38" 11' 2.38" 490 252 Live
Replacement Uniform (PLF) Top 11' 2.38" 14' 11.50" 0 741 Snow
Replacement Uniform (PLF) Top 11' 2.38" 14' 11.50" 490 252 Live
I 1
t� b '! v a 4 y .r r,
Vi s, > , � s �, ��: ti ... ., Attj'Rr� , ; .
/
15 11 0
0
/ 15 11 0 0 /
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.419" 9524# --
2 15' 1.750" Wall N/A N/A 2.246" 8843# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live Snow
1 3887# 1915# 5601#
2 3617# 1776# 5193#
Design spans
15' 1.750"
Product: 1- 3/4x16 VERSA -LAM 2.0 3100 SP 3 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 36011.'4 67031.'# 53% 7.57' Total load D +0.75(L +S)
Shear 7871.# 18354.# 42% 14.39' Total load D +0.75(L +S)
TL Deflection 0.4146" 0.7573" L/438 7.57' Total load D +0.75(L +S)
LL Deflection 0.2454" 0.5049" L/740 7.57' Total load 0.75(L +S)
Control: TL Deflection
DOLs: Live =100% Snow =115% Roof =125% Wind =160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are trademarks of their respective owners Michael Greaney
' . d ' •; r.k. Miles, Inc.
' S § x ' f" Copyright (C)1987 -2011 by Keymark Enterprises. LLC ALL RIGHTS RESERVED. West Hatfield, Ma 01088
"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
KeyBuild structure." 2.3108 WrightWhitmanCttge - Level 6 10 -18 -1 1
kmBeamEngine 4.509s
Materials Database 1314 3 : 1 9pm
2 of 5
Member Data
Description: CalcB2 Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L1240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 8.25" 8' 8.25" 0 700 Snow
Replacement Uniform (PLF) Top 0' 8.25" 8' 8.25" 548 348 Live
Replacement Uniform (PLF) Top 8' 8.25" 11' 8.25" 21 174 Live
Replacement Uniform (PLF) Top 11' 8.25" 12' 5.50" 21 174 Live
Replacement Uniform (PLF) Top 12' 5.50" 12' 11.50" 0 700 Snow
Replacement Uniform (PLF) Top 12' 5.50" 12' 11.50" 548 348 Live
Replacement Uniform (PLF) Top 12' 11.50" 13' 11.00" 0 700 Snow
Replacement Uniform (PLF) Top 12' 11.50" 13' 11.00" 538 349 Live
Point (LBS) Top 0' 8.25" 175 0 Live
Point (LBS) Top 0' 8.25" 98 244 Snow
Point (LBS) Top 8' 5.50" 764 309 Live
Point (LBS) Top 8' 5.50" 0 1244 Snow
Point (LBS) Top 12' 5.50" 853 347 Live
Point (LBS) Top 12' 5.50" 0 1395 Snow
Point (LBS) Top 13' 6.38" 100 251 Snow
Point (LBS) Top 13' 6.38" 272 463 Snow
1 1 1
11 , I , tic ,
7 3 8 6 7 8
/
/
13 11 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.502" 3943# --
2 6' 10.875" Wall N/A N/A 4.057" 10649# --
3 13' 1.750" Wall N/A N/A 1.618" 4248# --
Maximum Load Case Reactions
Used fo- applying point loads or line loads) to carrying members
Dead Live Snow
1 1644# 941# 2125#
2 4293# 2828# 5646#
3 1490# 973# 2704#
Design spans
6' 10.875" 6' 2.875"
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.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5700.'# 16051.'# 35% 2.76' Odd Spans D +0.75(L +S)
Negative Moment 6508.'# 16051.'# 40% 6.91' Total load D +0.75(L +S)
Negative Unbrcd 6508.11 16051.'# 40% 6.91' Total load D +0.75(L +S)
Shear 4528.# 7265.# 62% 6.22' Total load D +0.75(L +S)
TL Deflection 0.0865" 0.3453" L/957 3.11' Odd Spans D +0.75(L +S)
LL Deflection 0.0554" 0.2302" L/999+ 3.11' Odd Spans 0.75(L +S)
Control: Shear
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 Michael Greaney
. 1r', 7
,,,'
.. r. k. Miles, Inc.
,' • * ;. Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
"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
KeyBudd Structure' "2.310g WrightWhitmanCttge - Level 6 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3: 19pm
1 of 5
Member Data (jj
Description: CaIcB1 Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 0' 10.00" 687 1594 Live
Replacement Uniform (PLF) Top 0' 10.00" 1' 4.00" 662 1529 Live
Replacement Uniform (PLF) Top 1' 4.00" 2' 1.25" 662 1529 Live
Replacement Uniform (PLF) Top 2' 1.25" 5' 1.25" 287 765 Live
Replacement Uniform (PLF) Top 5 1.25" 13' 1.25" 662 1529 Live
Replacement Uniform (PLF) Top 13' 1.25" 14' 4.00" 662 1529 Live
Point (LBS) Top 2' 1.25" 451 1147 Live
Point (LBS) Top 5' 1.25" 451 1147 Live
I 1
r T r ir
7 4 0 7 0 0
0 0 0,
14 4 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.568" 6174# --
2 6' 8.875" Wall N/A N/A 4.622" 18198# --
3 13' 4.250" Wall N/A N/A 1.556" 6128# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 1630# 4543#
2 5487# 12712#
3 1697# 4431#
Design spans
6' 8.875" 6' 7.375"
Product: 1- 3/4x9 -1/2 VERSA -LAM 2.0 3100 SP 3 ply
Component Member Design has Passed Design Checks. **
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 8493.'# 21774.'4 39% 10.71' Even Spans D +L
Negative Moment 11926.'# 21774.'# 54% 6.74' Total load D +L
Negative Unbrcd 11926.'4 21774.'# 54% 6.74' Total load D +L
Shear 7355.# 9476.# 77% 6.07' Total load D +L
TL Deflection 0.0786" 0,3307" L/999+ 10.38' Even Spans D +L
LL Deflection 0.0618" 0.2205" L/999+ 10.38' Even Spans L
Control: Shear
DOLs: Live =100% Snow =115% Roof =125% Wind= 160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are trademarks of their respective owners Michael Greaney
r.k. Miles, Inc.
' ., :,,
�+ , ; . Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088
"Passing is defined as when the member, floor joist, Deem 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
KeyBuild Structure3'2.310g WrightWhitmanCttge - Level 6 10 -18 -11
kmBeamEngine 4.509s
Materials Database 1314 3:1 9pm
3 of 5
Member Data
Description: CaIcB3 A Member Type: Beam Application: Floor
Comments: Top Lateral Bracing: Continuous
Bottom Lateral Bracing: (See Below)
Standard Load: Moisture Condition: Dry Building Code: IBC / IRC
Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total
Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF
Filename: Y: \WrightWhi
Other Loads
Type Trib. Dead Other
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform (PLF) Top 0' 0.00" 2' 0.00" 615 1401 Live
Replacement Uniform (PLF) Top 2' 0.00" 5 0.00" 615 1401 Live
Replacement Uniform (PLF) Top 5' 0.00" 11' 6.00" 224 596 Live
Replacement Uniform (PLF) Top 11' 6.00" 14' 0.00" 602 1368 Live
Replacement Uniform (PLF) Top 14' 0.00" 15' 11.88" 632 1447 Live
Replacement Uniform (PLF) Top 15' 11.88" 22' 2.88" 280 746 Live
Replacement Uniform (PLF) Top 22' 2.88" 26' 4.00" 632 1447 Live
Point (LBS) Top 4' 10.25" 0 0 Live
Point (LBS) Top 5' 1.19" 865 2190 Live
Point (LBS) Top 11' 4.19" 865 2190 Live
Point (LBS) Top 14' 1.75" 0 0 Live
Point (LBS) Top 15' 11.88" 865 2190 Live
Point (LBS) Top 22' 2.88" 865 2190 Live
1 1
Bao Bao soo
P 0 ®/
264 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 1.934" 7616# --
2 8' 3.375" Wall N/A N/A 4.609" 18147# --
3 16' 11.375" Wall N/A N/A 5.088" 20035# --
4 25' 4.250" Wall N/A N/A 2.029" 7988# --
Maximum Load Case Reactions
Used for applying point loads (or line loads) to carrying members
Dead Live
1 2104# 5512#
2 5067# 13080#
3 5576# 14459#
4 2172# 5816#
Design spans
8' 3.375" 8' 8.000" 8' 4.875"
Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 3 ply
Component Member Design has Passed Design Checks. **
Design assumes continuous lateral bracing along the top chord.
No lateral bracing required along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 15116.'4 33189.'# 45% 21.85' Odd Spans D +L
Negative Moment 17453.'# 33189.'4 52% 16.95' Adjacent 2 D +L
Negative Unbrcd 17453.'# 33189.'# 52% 16.95' Adjacent 2 D +L
Shear 10498.# 11845.# 88% 16.08' Adjacent 2 D +L
TL Deflection 0.1054" 0.4141" L/943 3.73' Odd Spans D +L
LL Deflection 0.0846" 0.2802" L/999+ 21.57' Odd Spans L
Control: Shear
DOLs: Live =100% Snow =115% Roof =125% Wind =160%
Design assumes a repetitive member use increase in bending stress: 4 %
Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives
All product names are trademarks of their respective owners Michael Greaney
,..< ''.,r. r.k. Miles, Inc.
r p a. Copyright C 1987 -2011 by Ke mark Enter rises, LLC. ALL RIGHTS RESERVED
O v v p West Hatfield, Ma 01088
— 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 Truss Type Qty Ply
Q1109356 T1 GE GABLE 1 1
Job Reference (optional)
Truss Engineering Corp.. Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:22:13 2011 Page 2
ID:L8i4 ?jT_YJsf3GYBXxomKCyYW Qd- AeJ252dpwljpzHY ?oCSF I Wt ?NDR ?Lywg2Fffu 1 yYRku
LOAD CASE(S)
Standard
•
Job Truss Truss Type Qty Ply
Q1109356 T1 GE GABLE 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:22:13 2011 Page 1
I D: L8i4 ?jT_YJsf3GYBXxomKCyYW Qd- AeJ252d pwljpzHY ?oCSFI Wt ?N DR ?Lywg2Fffu 1 yYRku
-0 '-9.8 12 -0-0 24 -0-0 24
0 -10 -8 12 -0 -0 12 -0 -0 0 -10 -8
4x4 = Scale = 1:77.1
8
12.00 j 12 r
9
s 30
•
5x6 O
6 29 10
•
5x6
ti r? 5 I , 11
a
• •
,h S�Q
45 V,t5 12
44 4x4
• 3 S3 I 3 13
I 4x4'/ 2 2 1 ST2 1.
/' 1 1 � 1 14 II
• a 1 x x : -4 , I t J a
I . , ✓ , v x V V Y Y- Y RAY: Y:_ i„, .
28 27 26 25 24 23 22 21 20 19 18 17 16
3x4 I 5x6 3x4 11
24 -0 -0
i
24 -0 -0 .
Plate Offsets (X,Y): [2:0- 2- 0,0 -2 -0], [5:0- 3- 0,0 -3 -0], [11:0- 3- 0,0 -3 -0], [14:0- 2- 0,0 -2 -0], [20:0- 3- 0,0 -3 -0]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 15 n/r 120 MT20 197/144
(Roof Snow =40.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.01 15 n/r 90
TCDL 20.0 Rep Stress Ina NO WB 0.33 Horz(TL) 0.01 16 n/a n/a
BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Wei 9
BCDL 10.0 ht: 160 Ib FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 4) Unbalanced snow loads have been considered for this design.
BOT CHORD 2 X 4 SPF No2 REAeNSv 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times
All r
WEBS 2 X 6 SPF 1650E 1.5E All reactions 250 Ib or less at joint(s) 27, 17 except flat roof load of 40.0 psf on overhangs non - concurrent with other live loads.
OTHERS 2 X 4 SPF No.2 *Except* 28- 327(LC 7), 16=302(LC 3), 22= 404(LC 9), 23= 492(LC 2), 6) All plates are 1.5x4 MT20 unless otherwise indicated.
ST2,ST1: 2 X 4 SPF Stud 24= 392(LC 2), 25= 363(LC 1), 26= 330(LC 2), 21= 492(LC 3), 7) Gable requires continuous bottom chord bearing.
BRACING 20= 392(LC 3), 19= 363(LC 1), 18= 330(LC 3) 8) Truss to be fully sheathed from one face or securely braced against lateral movement
TOP CHORD (i.e. diagonal web).
Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
9) Gable studs spaced at 2 -0 -0 oc.
BOT CHORD TOP CHORD 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 2 -3 =- 350/255, 6 -29 =- 122/286, 7- 29=- 18/296, 7- 8=- 155/376, with any other live loads.
WEBS 8 -9 =- 155/376, 9-30 =- 18/296, 10 -30 =- 122/286, 13 -14 =- 288/192, 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
1 Row at midpt 8 -22, 7 -23, 6 -24, 9 -21, 10 -20 2 -28 =- 274/202, 14 -16 =- 274/151 areas where a rectangle 3 -6-0 tall by 1-0 -0 wide will fit between the bottom chord and
WEBS any other members, with BCDL = 10.0psf.
REACTIONS All bearings 24 -0 -0. 8- 22= -449/0, 7 -23 =- 372/96, 6 -24 =- 274/142, 9 -21 =- 372/96, 12) All bearings are assumed to be SPF No.2 .
(Ib) - Max Horz 10 -20 =- 274/142 13) Provide mechanical connection (by others) of truss to bearing plate capable of
28= 343(LC 7) withstanding 100 Ib uplift at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except (jt =1b) 28 =232,
Max Uplift NOTES (16) 16 =172, 27 =235, 17 =208.
All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 21, 20, • 1) Wind ASCE 7 -05; 100mph; TCDL= 42psf: BCDL= 5.0psf; h =25ft; Cat. 11: Exp B: 14) This truss is designed in accordance with the 2009 International Residential Code
19, 18 except 28=- 232(LC 6), 16=- 172(LC 7), 27=- 235(LC 7), enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) - 0 -10 -8 to 2 -0 -0, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
17=- 208(LC 9) Exto or(2) 2 -0 -0 to 9 -0 -0, (3) 9 -0 -0 to 12 -0 -0, Exterior(2) 15 -0 -0 to 21 -10 -8 zone; 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
Max Gray cantilever left and right exposed osed ;C -C for members and nd forces & MWFRS for reactions analysis and design of this truss.
All reactions 250 Ib or less at joint(s) 27, 17 except shown; Lumber DOL =1.33 plate grip DOL =1.33 16) All Plates 20 Gauge Unless Noted
28= 327(LC 7), 16= 302(LC 3), 22= 404(LC 9), 23= 492(LC 2), 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to
24= 392(LC 2), 25= 363(LC 1), 26= 330(LC 2), 21= 492(LC 3), wind (normal to the face), see MiTek "Standard Gable End Detail"
3) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.;
Continued on page 2
Job Truss Truss Type Qty Ply
Q1109356 T1A COMMON TRUSS 8 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:13:38 2011 Page 1
I D: L8i47 jT_ YJsf3GYBXxomKCyYWQd- IZhM? yOmC3qug7g07YiUwv2pzcVnByMtddOvJOyYRsx
-0-10-8 6 -1 -12 12 -0 -0 17 -10-4 � 24 -0 -0
040-8 6 -1 -12 5 -10-4 5 -10-4 6 -1 -12
4x6 I Scale = 1:76.0
4
1 12.00112 ..
I / ;
\
1 / \ 14
12 - // \\\ 15
6x9 /2 1 2
\\ 6x9
is 0 3 W!‘,/ \ \ 1 \ 4 5
'7 -7 4", 44 \
\ / 16
3
11 5x 1
5x6 ////
g
2 \\ // /' 11 ."
• / /
1
1 ,.,, V �' o
L
= -
Bfi-
10 17 18 9 19 20 8 21 22
7
4x4 = 5x8 =
3x8 = 3x8 =
8 -0-0 16 -0 -0 24 -0 -0
1
8 -0 -0 8 -0 -0 8 -0 -0
Plate Offsets (X,Y): [2:0- 3- 0,Edge], [3:0- 4- 8,0 -3-4], [5:0- 4- 8,0 -3 -4], [6:0- 3- 0,Edge], [8:0- 4- 0,0 -3 -4]
LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.19 8 -9 >999 240 MT20 197/144
(Roof Snow =40.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.31 8 -9 >920 180
TCDL 20 -0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.05 7 n/a n/a
BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 1351b FT = 10%
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
BOT CHORD 2 X 4 SPF No2 TOP CHORD any other live loads.
WEBS 2 X 4 SPF Stud `Except* 2 -11 =- 867/328, 3- 11=- 466/351, 3 -12 =- 1923/361, 6)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all
W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650E 1.5E 12- 13=- 1666/363, 4 -13 =- 1648/381, 4- 14=- 1656/387, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and
BRACING 14 -15 =- 1678/369, 5- 15=- 1934/355, 5 -16 =-369/254, any other members, with BCDL = 10.0psf.
TOP CHORD 6 -16 =- 729/236, 2 -10 =- 917/369, 6 -7 =- 671/244 7) All bearings are assumed to be SPF No.2 .
Structural wood sheathing directly applied, except end verticals. BOT CHORD 8) Provide mechanical connection (by others) of truss to bearing plate capable of
BOT CHORD 10-17- -197/1307, 17-18 =- 197/1307, 9-18 = -197/1307, _ withstanding 193 Ib uplift at joint 10 and 143 lb uplift at joint 7.
Rigid ceiling directly applied or 10 -0 -0 oc bracing. 9 -19 =- 72/904, 19-20 = -72/904, 8 -20 =- 72/904, 8 -21 =- 52/1318, 9) This truss is designed in accordance with the 2009 International Residential Code
WEBS 21- 22=- 52/1318, 7 -22 =- 52/1318 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
1 Row at midpt 4 - 8, 4 - 9, 3 - 10, 5 - WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
4 -8 =- 218/957, 5- 8=- 574/303, 4 -9 =- 213/931, 3 -9 =- 547/297, analysis and design of this truss.
REACTIONS (Ib /size) 3 -10 =- 1320/61, 5 -7 =- 1461/49 11) All Plates 20 Gauge Unless Noted
10 = 2012/0 -5 -8 (min. 0 -3 -2)
7 = 1873/0 -5 -8 (min. 0-2-15) NOTES (11) LOAD CASE(S)
Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B; Standard
10 = 359(LC 7) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8,
Max Uplift Interior(1) 2 - - to 9 - - Exterior(2) 9 - 0 to 12 - 0 - 0, Interior(1) 15 - 0 - 0 to 20 - 9 - 4 zone;
10 = - 193(LC 8) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
7 = - 143(LC 9) shown; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. Ct =1.1
TOP CHORD 3) Unbalanced snow loads have been considered for this design.
2 -11 =- 867/328, 3- 11= -466/351, 3- 12=- 1923/361, 12- 13=- 1666/363, 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times
flat roof load of 40.0 psf on overhangs non - concurrent with other live loads.
Job Truss Truss Type Qty Ply
Q1109356 T1 COMMON TRUSS 4 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard. MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:13:18 2011 Page 1
ID: L8i4? jT_ YJsf3GYBXxomKCyYWQd- LjUoo79EwvJjH39AyLLo7hDNIYg7VwLw1 WYrdYyYRtF
-071 -8 6 -1 -12 12 -0 -0 17 -10-4 24 -0 -0 24
0-10-8 6 -1 -12 5 -10-4 5 -10-4 6 -1 -12 0 -10 -8
4x6 11 Scale = 1:76.0
4
12.00 112 a
I
1. /' ,`,
15
13 ' i `\ 16
5x8 // \\
5x8 \\
• •
WI/ 4 5
a 3
, /
M • \ �� 0.
V13 y r 5x6
12 17
5x6 I' i;'
•
2 i' \ \\ ''/ 6
1 Vi V / ,i ' 74
/ -_- B1 1171'1 132_
11 18 19 10 20 21 9 22 23
8
4x4 = 5x8 -_
3x8 — 3x8
8 -0 -0 16 -0 -0 24 -0 -0
8 -0 -0 8 -0 -0 1 8 -0 -0
Plate Offsets (X,Y): [2:0- 3- 0,Edge], [3:0- 4- 0,0 -3 -0], [5:0- 4- 0,0 -3 -0], [6:0- 3- 0,Edge], [9:0 -4- 0,0 -3-4]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.19 9 -10 >999 240 MT20 197/144
(Roof Snow =40.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.30 9 -10 >933 180
TCDL 20.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.05 8 n/a n/a
BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight: 136 Ib FT = 10%
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF 2100F 1.8E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
BOT CHORD 2 X 4 SPF No.2 TOP CHORD any other live loads.
WEBS 2 X 4 SPF Stud *Except* 2- 12=- 868/329, 3- 12= -467/351, 3 -13 =- 1918/357, 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all
W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E 13 -14 1661/360, 4 -14 =- 1645/378, 4- 15-- 1645/378, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and
BRACING 15- 16= 1661/360, 5- 16=- 1918/357, 5 -17 =- 467/351, any other members, with BCDL = 10.0psf.
TOP CHORD 6 -17 =- 868/328, 2 -11 =- 918/369, 6 -8 =- 918/369 7) All bearings are assumed to be SPF No.2 .
Structural wood sheathing directly applied, except end verticals. BOT CHORD 8) Provide mechanical connection (by others) of truss to bearing plate capable of
BOT CHORD 11-18=-181/1304, 18 -19 =- 181/1304, 10- 19=- 181/1304, withstanding 193 Ib uplift at joint 11 and 193 Ib uplift at joint 8.
Rigid ceiling directly applied or 10 -0 -0 oc bracing. 10- 20=- 56/902, 20- 21=- 56/902, 9 -21 =- 56/902, 9 -22 =- 13/1304, 9) This truss is designed in accordance with the 2009 International Residential Code
WEBS 22 -23 =- 13/1304, 8- 23=- 13/1304 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
1 Row at midpt 4 -9, 4 -10, 3 -11, 5 -8 WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
4 -9 =- 213/939, 5 -9 =- 555/297, 4 -10 =- 213/939, 3 -10 =- 555/297, analysis and design of this truss.
REACTIONS (Ib /size) 3 -11 =- 1326/61, 5 -8 =- 1326/61 11) All Plates 20 Gauge Unless Noted
11 = 2008/0 -5 -8 (min. 0-3-2)
8 = 2008/0 -5 -8 (min. 0-3-2) NOTES (11) LOAD CASE(S)
Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= S.Opsf; h =25ft; Cat. II; Exp B; Standard
11 = 343(LC 7) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8,
Max Uplift Interior(1) 2 -1 -8 to 9 -0 -0, Exterior(2) 9 -0 -0 to 12 -0 -0, Interior(1) 15 -0 -0 to 21 -10 -8 zone;
11 = - 193(LC 8) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
8 = - 193(LC 9) shown; Lumber DOL =1.33 plate grip DOL =1.33
2) TCLL: ASCE 7 -05; Pf =40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.;
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Ct =1.1
TOP CHORD 3) Unbalanced snow loads have been considered for this design.
2 -12 =- 868/329, 3 -12 =- 467/351, 3 -13 =- 1918/357, 13 -14 =- 1661/360, 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times
flat roof load of 40.0 psf on overhangs non - concurrent with other live loads.
Job Truss Truss Type Qty Ply
Q1109356 FG1 Floor Truss 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:10 2011 Page 1
ID: L8i4? jT_ YJsf3GYBXxomKCyYWQd- IotpvxE6Pm_JvU I E 1 TR75yLgUuO4onOFaGDyfayYRgZ
0 -1 -8
J- 0 - -8
H 1 -3 -0 0713_ 2 -0 -0 1 -2-4 1 -6 -12 2 -0 -0 , I ti 7 -6 S 1:35.5
6-0-0 3x4 I 4x9 = 3-6-0
1.5x4 l 1.5x4
1.5x4 - 3x4 = 3x4 = 3x4 4x9 = 3x12 MT2OH FP- 4x4 = 3x4 = 1.5x4 11 3x4 = 1.5x4
1 2 3 4 5 6 7 8 9 10 11 1, 12 13 14 15 16
0
d32 -��� 33
1
:�� � 1P ��. �i� B2
i
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
3x4 = 1.5x4 4x9 = 3x6 FP= 4x9 - 4x9 - 4x4 = 3x4 = 1.5x4 1
1.5x4 I
14 -54 19 -6 -12 22 -6 -0 } 24 -6 -0 2�5 -3 0 28 -0 -0
14 -5-4 5 -1 -8 2 -11-4 2 -0 -0 -9 -0 2 -9 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [14:0- 1- 8,Edge], [20:0- 1- 8,Edge], [32:0- 1- 8,0- 0 -12], [33:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /deft L/d PLATES GRIP •
TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.18 20 -21 >877 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.27 20 -21 >588 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.03 17 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 102 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 5) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1.
WEBS 4 X 2 SPF No.2 2- 3=- 1703/0, 3-4=-2479/0, 8 4 -5 =- 2495/0, 5-6 =- 1913/318, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING 6-7=-444/1073, -= -2 7-8=0/3062, 8 -9= 0/3062, 9 -10 =0/3062, analysis and design of this truss.
TOP CHORD 10 -111 =- 210/928, 3 -14 -- 1669/223, 12-34 =-1669/223, 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verticals. 12-13 =-2044/0, 13 -14 = =- 2044/0, 14 -15 =- 1582/0 truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
BOT CHORD BOT CHORD ends or restrained by other means.
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 30 -31= 0/1054, 29- 30= 0/2274, 28- 295, 27 -28= 0/2495, 8) CAUTION, Do not erect truss backwards.
26 -27= 0/2495, 25 -26 =- 678/1352, 24-25=-1612/0, 23- 24=- 1612/0, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support
REACTIONS (Ib /size) 22- 23= -1642/0, 21 -22 =- 533/1131, 20 -21 =0/2068, 19 -20 =0/2044, concentrated load(s) 32 Ib down at 20 -0-4 on top chord. The design /selection of such
31 = 661/0 -8 -0 (min. 0 -1 -8) 18 -19= 0/2044, 17 -18 =0/914 connection device(s) is the responsibility of others.
17 = 610/0 -8 -0 (min. 0 -1 -8) WEBS 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
23 = 2079/0 -3 -8 (min. 0 -1 -8) 2 -31 =- 1246/0, 7 -23 =- 1787/0, 2 -30= 0/792, 7 -25 =0/1314, front (F) or back (B).
Max Gray 3 -30 =- 696/0, 6 -25 =- 1218/0, 3 -29 =- 91/251, 6 -26 =0/821, 11) All Plates 20 Gauge Unless Noted
31 = 731(LC 2) 4 -29 =- 52/433, 5-26 = - 1018/0, 4- 28 = -400 /0, 5 -27= 0/325,
17 = 671(LC 3) 15 -17 =- 1078/0, 10 -23 =- 1734/0, 15 -18= 0/815, 10- 22= 0/1288, LOAD CASE(S)
23 = 2079(LC 1) 14 -18 =- 748/23, 11 -22 =- 1227/0, 11- 21= 0/751, 14- 19=- 80/260, Standard
12 - = - 611/0, 12 - = - 28/541 1) Floor Lumber Increase =1.00, Plate Increase =1.00
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Uniform Loads (pcf)
TOP CHORD NOTES (11) Vert: 17- 31 = -20, 1 -16= -100
2 -3 =- 1703/0, 3 -4=- 2479/0, 4 -5 =- 2495/0, 5 -6 =- 1913/318, 1) Unbalanced floor live loads have been considered for this design. Concentrated Loads (Ib)
6- 7= -444/1073, 7 -8 =0/3062, 8 -9 =0/3062, 9- 10= 0/3062, 2) All plates are MT20 plates unless otherwise indicated. Vert: 34=-32(F) ntrate
10 -11 =- 210/928, 11 -34 =- 1669/223, 12 -34 =- 1669/223, 3) All plates are 3x6 MT20 unless otherwise indicated.
12 -13 =- 2044/0, 13 -14 =- 2044/0, 14 -15 =- 1582/0 4) All bearings are assumed to be SPF No.2 .
Job Truss Truss Type Qty Ply
Q1109356 F10 Floor Truss 6 1
• Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:17:51 2011 Page 1
ID: L8i4? jT_ YJsf3GYBXxomKCyYWQd- rEU ?5TSTdoi_XOWeSBIphG 16JbtzySP6oU BojDyYRp_
0 -1 -8
1 -3 -0 , 0g -8 2 -0 -0 1 -2-4 1 1 -6 -12 2 -0 -0 _ -7-� 0-1-8
Sdile = 1:35.5
3-6-0
6 -0-0 I I
1.4 H I 3x4 H 4x6 = 1.5x4 I •
1.5x4 3x4 = 3x4 = 3x4 = 4x9 = 3x12 MT2OH FP= 4x4 = 3x4 = 1.5x4 I 3x4 - 1.5x4_
1 2 3
T1 5 6 7 8 9 10
11 12 13 14 15 16
0 32:I M. ¢ / B �I 1 33 4 0
� - 61 :ENE % 2 - 16'5 - � 1 �'
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
3x4 = 1.5x4 4x9 = 3x6 FP= 4x9 = 4x6 - 4x4 = 3x4 1.5x4
1.5x4 I
14 -5-4 19 -6 -12 22 -6 -0 24 -6 -0 . 5 -3.0 28 -0 -0
14 -5-4 5 -1 -8 2 -11-4 ' 2 -0 -0 0 -9- 2 -9 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0-1-8,Edge], [5:0- 1- 8,Edge], [14:0- 1- 8,Edge], [20:0- 1- 8,Edgel, [32:0 -1 -8 0- 0 -12], [33:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) - 0.18 20 - 21 >910 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.26 20 -21 >614 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 17 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 102 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 5) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 4 X 2 SPF No.2 2-3=-1707/0, 3-4 =- 2486/0, 4 -5 =- 2505/0, 5- 6=- 1925/282, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING 6- 1026, 7- 8= 0/3005, 8- 9= 0/3005, 9- 10= 0/3005, analysis and design of this truss.
TOP CHORD 10 -11 -11=- 2= -2 00/932, 11- 12=- 1602/245, 12- 13=- 1996/0, 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. 13- 14=- 1996/0, 14- 15=- 1551/0 truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
BOT CHORD BOT CHORD ends or restrained by other means.
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 30- 31= 0/1056, 29- 30= 0/2279, 28- 29= 0/2505, 27- 28= 0/2505, 8) CAUTION, Do not erect truss backwards.
26 -27= 0/2505, 25 -26 =- 635/1366, 24 -25 =- 1560/0, 23- 24=- 1560/0, 9) All Plates 20 Gauge Unless Noted
REACTIONS (Ib /size) 22 -23 =- 1618/0, 21 -22 =- 548/1085, 20- 21=- 9/1983, 19- 20= 0/1996,
31 = 665/0 -8 -0 (min. 0 -1 -8) 18 -19= 0/1996, 17 -18 =0/901 LOAD CASE(S)
17 = 600/0 -8 -0 (min. 0-1-8) WEBS Standard
23 = 2053/0 -3 -8 (min. 0 -1 -8) 2 -31 =- 1248/0, 7 -23 =- 1781/0, 2 -30= 0/794, 7 -25= 0/1308,
Max Gray 3 -30 =- 698/0, 6 -25 =- 1212/0, 3- 29=- 84/253, 6 -26= 0/814,
31 = 732(LC 2) 4 -29 =- 63/422, 5 -26 =- 1007/0, 4 -28 =- 393/0, 5- 27= 0/321,
17 = 662(LC 3) 15- 17=- 1062/0, 10 -23 =- 1695/0, 15 -18= 0/794, 10- 22= 0/1246,
23 = 2053(LC 1) 14 -18 =- 720/32, 11 -22 =- 1183/0, 11- 21= 0/725, 12- 21=- 590/0,
12 -20 =0/555
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD NOTES (9)
2- 3=- 1707/0, 3-4 =- 2486/0, 4- 5=- 2505/0, 5-6 =- 1925/282, 1) Unbalanced floor live Toads have been considered for this design.
6 -7 =- 460/1026, 7- 8= 0/3005, 8 -9= 0/3005, 9- 10= 0/3005, 2) All plates are MT20 plates unless otherwise indicated.
10 -11 =- 200/932, 11 -12 =- 1602/245, 12 -13 =- 1996/0, 13 -14 =- 1996/0, 3) All plates are 3x6 MT20 unless otherwise indicated.
14- 15=- 1551/0 4) All bearings are assumed to be SPF No.2 .
Job Truss Truss Type Qty Ply
Q1109356 F9 Floor Truss 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:17:24 2011 Page 1
ID :L814?jT_YJsf3GYBXxomKCyYWQd -81 LoRE7X_ VJposySNOmU5ZPSLje08EK8bn8tGHyYRpP
0 -1 -8
Li - 1 -3 -0 - 0 -7 -8 2 -0 -0 1 -2-4 L 1 -0 -12� Scale = 1:24.8
6 -0-0 -1
1.5x4 I •
1.5x4 - 3x6 - 3x6 FP= 4x6 = 1.5x4
1 2 3 4
5 6 7 8 9 10 11 12 13
1-
26 61 7 .2 R2 -- 1 1 .-
�y4 .
- r, . t
s'�� 24 23 22 21 20 19 18 16 15 14
3x6 = 3x6 -. 1.5x4 1 1.5x4 4x6 = 3x6 FP- 4x9 = 1.5x4 1 I 3x6 =
14 -5-4 19 -10 -8
14 -5-4 5 -5-4
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [10:0- 1- 8,Edge], [15:0- 1- 8,Edge], [26:0- 1- 8,0 -0 -8]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.15 22 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.27 21 -22 >634 240
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.04 17 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 74 Ib FT = 4%F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD analysis and design of this truss.
WEBS 4 X 2 SPF No.2 2 -3 =- 1794/0, 3 -4=- 2660/0, 4 -5 =- 2735/0, 5 -6 =- 2228/0, 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
BRACING 6-7 =- 856/0, 7 -8 =- 856/0, 8 -9 =0/1602, 9- 10=0/1602, truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
TOP CHORD 10- 11=- 160/795, 11- 12=- 160/795 ends or restrained by other means.
Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. BOT CHORD 9) CAUTION, Do not erect truss backwards.
BOT CHORD 24- 25= 0/1103, 23- 24= 0/2404, 22- 23= 0/2735, 21- 22= 0/2735, 10) All Plates 20 Gauge Unless Noted
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 20- 21= 0/2735, 19- 20= 0/1717, 16 -17 =- 795/160, 15 -16 =- 795/160,
14 -15 =- 295/249 LOAD CASE(S)
REACTIONS (Ib /size) WEBS Standard
25 = 758/0 -8 -0 (min. 0 -1 -8) 2 -25 =- 1304/0, 8 -17 =- 1679/0, 2 -24= 0/843, 8 -19= 0/1172,
14 = 64 /Mechanical 3 -24 745/0, 6- 19=- 1064/0, 3- 23= 0/420, 6- 20= 0/638,
17 = 1527/0 -3 -8 (min. 0 -1 -8) 4- 23=- 348/114, 5 -20 =- 702/0, 12 -14 =- 295/350, 10 -17 =- 1241/0,
Max Uplift 12 -15= -601/0
14 = - 151(LC 2)
Max Gray NOTES (10)
25 = 761(LC 7) 1) Unbalanced floor live loads have been considered for this design.
14 = 239(LC 3) 2) All plates are 3x4 MT20 unless otherwise indicated_
17 = 1527(LC 1) 3) All bearings are assumed to be SPF No.2 .
4) Refer to girder(s) for truss to truss connections.
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. 5) Provide mechanical connection (by others) of truss to bearing plate capable of
TOP CHORD withstanding 151 Ib uplift at joint 14.
2- 3=- 1794/0, 3-4 =- 2660/0, 4 -5 =- 2735/0, 5 -6 =- 2228/0, 6) This truss is designed in accordance with the 2009 International Residential Code
6- 7=- 856/0, 7 -8 =- 856/0, 8- 9= 0/1602, 9- 10= 0/1602, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Job Truss Truss Type Qty Ply
Q1109356 F8 GABLE 2 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:17:20 2011 Page 1
I D: L8i4?jT _YJsf3GYBXxomKCyYWQd -FG6H bt41 wGpOJ Ffh8AhYwjFzu5TyCWGYg9Af6WyYRpT
9 -
1 1.5x4 II 2 1.5x4 i I 3 3x4
Scale = 1:7.3
T1 I
7 •
•
•
•
•
° o ST1', I W1 W1 4
1.5x4 = BL1 II r ....._ I .
I I
•
B1
•
i� i� i� i� i� i� iw • i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i� i l i� i� i� i
6 5 4
3x4 = 1.5x4 3x4
1-4-0 2-4-0
I mo- -
1-4 -0 1 -0 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [7:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 9 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BOT CHORD 4 X 2 SPF 1650F 1.5E analysis and design of this truss.
WEBS 4 X 2 SPF No.2 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
OTHERS 4 X 2 SPF No.2 truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
BRACING ends or restrained by other means.
TOP CHORD 8) CAUTION, Do not erect truss backwards.
Structural wood sheathing directly applied or 2 -4-0 oc puffins, except end verticals.
9) All Plates 20 Gauge Unless Noted
BOT CHORD
Rigid ceiling directly applied or 10 -0 -0 oc bracing. LOAD CASE(S)
REACTIONS (Ib /size) Standard
6 = 65/2 -4 -0 (min. 0-1-8)
4 = 51/2 -4-0 (min. 0-1-8)
5 = 127/2 -4 -0 (min. 0-1-8)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES (9)
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement
(i.e. diagonal web).
3) Gable studs spaced at 1-4 -0 oc.
4) All bearings are assumed to be SPF No.2 .
5) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
Job Truss Truss Type Qty Ply
Q1109356 F7 Floor Truss 2 1
Job Reference (optional)
Truss Engineering Corp.. Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:17:16 2011 Page 1
ID: L8i4?jT _YJsf3GYBXxomKCyYWQd- NVsmIV1 Wsl lygeLwvKdcmt4EdU0aGgFyIYCRzIyYRpX
1 -3 -0 - --1 1 -1 -8 0 -11 8
Scale = 1:11.4
1.5x4 11 1.5x4 1
1 3x4 11 2 3x4 = 3 4 3x4 = 5 3x4 = 6
•
,.. .
,_ 1 ...r. . 12
, ,,
,......,, ,
, . o /
W ., 4 ., 1.5x4
,. „ . , _,
.„., .,• ,
.„„ i „„._ , ,„
„ ... ... .,, ,....,,. io
1
1
' 3x4
T.. 10 9 8
K
. 3x4 = 1.5x4 1
3x6 -- 3x6
8 -1 -8
8 -1 -8
Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 1- 8,Edge], [10:0- 1- 8,Edge], [12:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8 -9 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.06 8 -9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 32 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 1650F 1.5E sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 4 X 2 SPF No.2 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING analysis and design of this truss.
TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
BOT CHORD ends or restrained by other means.
Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6) CAUTION, Do not erect truss backwards.
7) All Plates 20 Gauge Unless Noted
REACTIONS (Ib /size)
11 = 472/0 -3 -8 (min. 0 - - 8) LOAD CASE(S)
7 = 466/0 -3 -8 (min. 0-1-8) Standard
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD
2 -3 =- 1033/0, 3-4 =- 1033/0, 4 -5= -907/0
BOT CHORD
10-11=0/623, 9-10=0/1033, 8-9=0/1033, 7-8=0/661
WEBS
5 -7 =- 781/0, 2- 11=- 739/0, 5- 8= 0/300, 2 -10 =0/513
NOTES (7)
1) Unbalanced floor live loads have been considered for this design.
2) All bearings are assumed to be SPF No.2 .
Job Truss Truss Type Qty Ply
Q1109356 F6 Floor Truss 8 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:53 2011 Page 1
ID: L8i4? jT_ YJsf3GYBXxomKCyYWQd- Y4z4we15HzPDa55V2 ?iDK 1 dFZD3QNEnaTT8kfayYRpu
0 -1-8
1 -3 -0 2 -0 -0 I h 0 -11 -0 0 1 8
SoOle =1:17.1
1.5x4 1 1.5x4 L
1.5x4 - 3x6 — 4x4 T 1.5x4 11 3x4 = 3x6 = 1.5x4 =
1 2 3 4 18 5 3x4 — 6 7 8
Ti
as
• -- �
•
f �
�,_ 87 . �_ r ME 1
14 13 12 11 10
3x6 = 3x4 = 1.5x4 3x4 — 3x6 =
3x6 = 3x6
•
13 -8 -0
13 -8 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [5:0- 1- 8,Edge], [13:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -8], [17:0- 1- 8,0 -0 -8]
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.17 12 >959 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.29 12 >554 240
BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 9 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 50 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E
BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS
WEBS 4 X 2 SPF No.2 7 -9 =- 1371/0, 2 -15 =- 1377/0, 7 -10= 0/914, 2 -14= 0/889,
BRACING 6 - 10 = 818/0, 3 - 14 = 816/0, 6 11= 0/466, 3 - 13= 0/746,
TOP CHORD 5 -11 =- 419/48, 4- 13= -265/0
Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals.
BOT CHORD NOTES (6)
Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1) Unbalanced floor live loads have been considered for this design.
2) All bearings are assumed to be SPF No.2 .
REACTIONS (Ib /size) 3) This truss is designed in accordance with the 2009 International Residential Code
. 15 = 799/0 - - (min. 0 - 1 - 8) sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
9 = 799/0 -5 -8 (min. 0 -1-8) 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
FORCES (fb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
TOP CHORD truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer •
2- 3=- 1893/0, 3 -4=- 3013/0, 4 -18 =- 3013/0, 5 -18 =- 3013/0, ends or restrained by other means.
5 -6 =- 2872/0, 6-7=-1908/0 6) All Plates 20 Gauge Unless Noted
BOT CHORD
14- 15= 0/1164, 13- 14= 0/2562, 12- 13= 0/3013, 11- 12= 0/3013, LOAD CASE(S)
10- 11= 0/2578, 9- 10= 0/1159 Standard
WEBS
7 -9 =- 1371 /0, 2 -15 =- 1377/0, 7- 10= 0/914, 2- 14= 0/889,
6 -10 =- 818/0, 3 -14 =- 816/0, 6- 11= 0/466, 3- 13= 0/746,
5 -11 =- 419/48, 4 -13= -265/0
Job Truss Truss Type Qty Ply
Q1109356 F5A FLOOR TRUSS 11 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:47 2011 Page 1
ID: L8i4? jT_ YJsf3GYBXxomKCyYWQd- jwcogahKi7e3rAd Lilbp5mN88o ?wzTrh4XhPTxyYRq_
0 -1 -8
1 -3 -0 7- 2 -0 -0 , 1 -6 -0 I 2-0 -0 i � -7 -8 0 -1 -8
Q [
H f f Sd21e = 1:35.5
•
3-6-0
115x4- '�; - 6 -0-0 4x6 1.5x4 I
1.5x4 = 4x6 4x4 = 3x4 = 1.5x4 I 3x4 = 3x4 = 3x6 FP= 4x9 -- 3x4 I 4x6 = 3x4 = 4x4 = 3x4 = 1.5x4 =
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
32:4 i ,„ � B2 � � '� � ;5'
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
3x6 - 4x6 - 4x4 3x4 = 3x12 MT2OH FP= 4x9 = 4x9 = 4x6 - 1.5x4 I 4x4 - 3x6 =
1.5x4 I 3x4 = 4x6 1.5x4 '
5 -3 -0 6-0-0 8 -0 -0 10 -10 -8 _ 18 -6-0 27 -7 -8 28� -9 -0
5 -3 -0 -9-0 2 -0 -0 2 -10 -8 7 -7 -8 , 9 -1 -8 0-4 -8
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:0- 1- 8,Edge], [27:0- 1- 8,Edge], [32:0- 1- 8,0 -0 -8], [33:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.35 26 -27 >628 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.60 26 -27 >366 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.06 22 n/a n/a
BCDL 10.0 Code IRC2009(TPI2007 (Matrix) Weight: 102 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 2100F 1.8E 5) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/1 1.
WEBS 4 X 2 SPF No.2 2 -3 =- 2342/0, 3 -4=- 3783/0, 4 -5 =- 4193/0, 1 0 = 93/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING 6 = 3754/0, 7 - 8 = 2350/0, 8 - 9= - 107/338, , 9 /1842, 107/338, analysis and design of this truss.
TOP CHORD 10 -11 =0/3441, 11 -12 =0/3441, 12 -13 =- 130/1842, 13 -14 =- 781/991, 7) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss
Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verticals. 14-15 = - 780/518
with restrained by other mea ns.
3-10d (0.131" X e a nails. Strongbacks to be attached to walls at their outer ends or
BOT CHORD BOT CHORD restraine
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 30 -31= 0/1401, 29- 30= 0/3190, 28 -29= 0/4193, 27 -28 =0/4193, ns.
8) CAUTION, Do not erect truss backwards.
26-27=0/4157, 25-26=0/3228, 24-25=0/3228, 23-24=0/1414,
REACTIONS (Ib /size) 22 -23 =- 1614/0, 21 -22 =- 2471/0, 20 -21 =- 991/781, 19- 20=- 991/781, 9) All Plates 20 Gauge Unless Noted
31 = 932/0 -5 -8 (min. 0-1-8) 18 -19 =- 991/781, 17 -18 =- 162/570 LOADCASE(S)
17 = 234/0 -3 -8 (min. 0-1-8) WEBS Standard
22 = 2152/0 -3 -8 (min. 0 -1 -8) 2 -31 =- 1658/0, 10- 22=- 2166/0, 2- 30= 0/1148, 10 -23= 0/1701,
Max Uplift 3 -30 =- 1036/0, 8 -23 =- 1628/0, 3- 29= 0/775, 8- 24= 0/1175,
17 = - 107(LC 2) 4- 29=- 803/0, 7 -24 =- 1102/0, 7 -26= 0/670, 15 -17 =- 672/191,
Max Gray 12 -22 =- 1386/0, 15- 18=- 434/256, 12- 21= 0/1100, 14 -18 =- 2/766,
31 = 946(LC 2) 13 -21 =- 1366/0, 13 -20= 0/402, 14- 19=- 530/0, 4 -28 =- 67/337,
17 = 420(LC 3) 6 -26 =- 528/0, 6- 27=- 188/549
22 = 2152(LC 1)
NOTES (9)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1) Unbalanced floor live loads have been considered for this design.
TOP CHORD 2) All plates are MT20 plates unless otherwise indicated.
2- 3=- 2342/0, 3- 4= 3783/0, 4 -5 =- 4193/0, 5- 6= -4193/0, 3) All bearings are assumed to be SPF No.2 .
6- 7=- 3754/0, 7- 8=- 2350/0, 8- 9=- 107/338, 9- 10=- 107/338, 4) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 107 Ib uplift at joint 17.
Job Truss Truss Type Qty Ply
Q1109356 F5 Floor Truss 7 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:43 2011 Page 1
I D: L8i4 ?jT_YJsf3GYBXxomKCyYWQd -q9N IgDepev8eNZKaTvXtwwDTg BfE 1 gr5AvjCK9yYRg2
0 -1 -8
1 -3 -0 11!g L2-0-0
- - 1 -6 -0 2-0-0 7-
S 0-2-8
le= 1:35.5
3-6-0 -- -I
1j5x4 - 1 -
6-0-0 - _ 4x6 = 1.5x4 I
1.5x4 = 4x6 = 4x4 3x4 = 1.5x4 I'L 3x4 = 3x4 = 3x6 FP= - 4x9 = 3x4 11 4 4x6- 3x4 = 4x4 == 3x4 = 1.5x4 =
1 2 3 .. _� " 7 10 11 T2 _ _
o - 1 � _ I 33 1 4
32 � _ fi r-
4 J 1 +
B2 - O i 2
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
3x6 = 4x6 = 4x4 - 3x4 - 3x12 MT2OH FP= 4x9 - 4x9 = 4x6 = 1.5x4 H 4x4 - 3x6
1.5x4 3x4 = 4x6 = 1.5x4
5 -3 -0 -0- 8 -0 -0 10 -10 -8 18 -6 -0 28 -0 -0
•
5 -3 -0 -9- 2 -0 -0 2 -10 -8 7 -7 -8 9 -6 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:0- 1- 8,Edge], [27:0 -1- $Edge], [32:0- 1- 8,0 -0 -8], [33:0- 1- 8,0 -0 -12]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.35 26 -27 >628 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.60 26 -27 >366 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 22 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 102 Ib FT = 4%F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 2100F 1.8E 5) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 4 X 2 SPF No.2 2- 3=- 2342/0, 3 -4=- 3783/0, 4- 5= -4193/0, 5-6. 193/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING 6 -7 =- 3754/0, 7 -8 =- 2350/0, 8- 9=- 107/338, 9- 10=- 107/338,
TOP CHORD 10- 11= 0/3441, 11- 12= 0/3441, 12- 13=- 130/1842, 13-14=-781/991, analysis and design of this truss.
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14 -15 =- 780/518 7) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss
with 3 -10d (0.131" X 3") nails. strongbacks to be attached to walls at their outer ends or
BOT CHORD BOT CHORD
Rigid ceding directly applied or 6 -0 -0 oc bracing. 30- 31= 0/1401, 29- 30= 0/3190, 28- 29= 0/4193, 27- 28= 0/4193, restrained by other means.
26 -27= 0/4157, 25 -26= 0/3228, 24 -25= 0/3228, 23 -24= 0/1414, 8) CAUTION, Do not erect truss backwards.
REACTIONS (lb /size) 22 -23 =- 1614/0, 21- 22=- 2471/0, 20 -21 =- 991/781, 19-20=-991/781,
9) All Plates 20 Gauge Unless Noted
31 7 932/0 - 5 - 8 (min. 0 - 1 - 8) 18 - 19 = 991/781, 17 - 18 = 162/570 LOAD CASE(S)
17 = 234/0 - - (min. 0-1-8) WEBS Standard
22 = 2152/0 -3 -8 (min. 0 -1 -8) 2 -31 =- 1658/0, 10- 22=- 2166/0, 2- 30= 0/1148, 10- 23= 0/1701,
Max Uplift 3-30=-1036/0, 8 -23 =- 1628/0, 3- 29= 0/775, 8- 24= 0/1175,
17 = - 107(LC 2) 4 -29 =- 803 /0, 7 -24 =- 1102/0, 7 -26= 0/670, 15 -17 =- 672/191,
Max Gray 12 -22 1386/0, 15- 18= -434/256, 12- 21= 0/1100, 14 -18 =- 2/766,
31 = 946(LC 2) 13-21=-1366/0, 13-20=0/402, 14-19=-530/0, 4-28=-67/337,
17 = 420(LC 3) • 6 -26 =- 528/0, 6 -27 =- 188/549
22 = 2152(LC 1)
NOTES (9)
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. 1) Unbalanced floor live loads have been considered for this design.
TOP CHORD 2) All plates are MT20 plates unless otherwise indicated.
2- 3=- 2342/0, 3 -4=- 3783/0, 4 -5 =- 4193/0, 5 -6 =- 4193/0, 3) All bearings are assumed to be SPF No.2 .
6- 7=- 3754/0, 7 -8 =- 2350/0, 8- 9=- 107/338, 9 -10 =- 107/338, 4) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 107 Ib uplift at joint 17.
Job Truss Truss Type Qty Ply
Q1109356 F4A FLOOR TRUSS 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:39 2011 Page 1
I D: L8i4 ?jT_YJsf3GYBXxomKCyYWQd -yN 7n_raJageCuyOpE3Sxm42IcaFU5t4 W FHI_BOyYRg6
0 -1 -8
1 -3 -01 1 -0 - 2 -0 -0 1 -6 -0 r 2 -0 -0 9 -7 -8 0-1-8
Seale = 1:37.7
7-8-0 3-6-0
1.5x4 I 4x9 = 1.5x4 I I
1.5x4 = 3x6 - 1.5x4 3x8 = 3x12 MT2OH FP= 3x6 = 1.5x4 I 1.5x4 =
1 2 3 4 6 7 8 9 10 11 12 36 13 14 15 16 17
o ea
o °� ' -- � •� � 2� 4 / 4 -, , .• ' 1 35 C
34 S ,; �i
1
4 „ pm
33 32 31 30 29 28 27 26 25 24 2322 21 20 19 18
3x6 - 3x6 - 1.5x4 I 3x8 - 3x6 FP- 4x9 = 3x6 = 1.5x4 I' 3x6 =
4x9
16 -2-0 21 -10-0 23-9-824-2-0 26 -2-0 26-11 29-8-0
16 -2-0 5-8-0 1 -11-8 0-4 2 -0-0 6-9 2 -9-0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [6:0- 1- 8,Edge], [15:0- 1- 8,Edge], [21:0- 1- 8,Edge], [30:0- 1- 8,Edge], [34:0- 1- 8,0 -0 -8], [35:0- 1- 8,0 -0 -8]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.25 30 -31 >764 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.45 30 -31 >432 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.04 18 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 108 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E
BOT 8) CAUTION, Do not erect truss backwards.
OT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD
WEBS 4 X 2 SPF No.2 32- 33= 0/1179, 31- 32= 0/2647, 30 -31= 0/3165, 29- 30= 0/2939, 9) All Plates 20 Gauge Unless Noted
BRACING 28- 29= 0/2939, 27- 28=0/1253, 26- 27=- 1086/0, 25 -26 =- 1086/0, LOAD CASE(S)
TOP CHORD 24 -25 =- 1791/0, 23 -24 =- 520/332, 22- 23= 0/771, 21- 22= 0/771, Standard
Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verticals. 20- 21= 0/1149, 19 -20= 0/1149, 18 -19 =0/682
BOT CHORD WEBS
Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 2 -33 =- 1394/0, 8 -25 =- 1916/0, 2- 32= 0/932, 8 -27= 0/1421,
6 -0-0 oc bracing: 25- 27,24 - 25,23 -24. 3 -32 =- 860/0, 7 -27 =- 1313/0, 3 -31= 0/414, 7 -28= 0/947,
6- 28=- 1147/0, 4- 30= -467/134, 6- 29= 0/321, 16 -18 =- 804/0,
REACTIONS All bearings 0 - 5 - 8 except (jt= length) 25= 0 - 3 - 8, 22= 0 - 3 - 8. 11 - 25 = 1344/0, 16 19= 0/419, 11 24= 0/917, 12 - 24 = 811/0,
(Ib) - Max Grav 12 -23 =- 173/608, 13 -23 =- 744/0, 13 -21 =0/575
All reactions 250 Ib or less at joint(s) except 33= 813(LC 4),
18= 498(LC 3), 25= 1921(LC 9), 22= 542(LC 3) NOTES (9)
1) Unbalanced floor live loads have been considered for this design.
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 2) All plates are MT20 plates unless otherwise indicated.
TOP CHORD 3) All plates are 3x4 MT20 unless otherwise indicated.
2 -3 =- 1943/0, 3 -4=- 2986/0, 4 -5 =- 2939/0, 5 -6 =- 2939/0, 4) All bearings are assumed to be SPF No.2 .
6 -7 =- 2017/0, 8- 9= 0/2702, 9- 10= 0/2702, 10 -11= 0/2702, 5) This truss is designed in accordance with the 2009 International Residential Code
11- 12= -69/1112, 13 -14 =- 1149/0, 14 -15 =- 1149/0, 15 -16 =- 1025/0 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
BOT CHORD 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
32- 33= 0/1179, 31- 32= 0/2647, 30- 31= 0/3165, 29- 30= 0/2939, analysis and design of this truss.
28- 29= 0/2939, 27- 28= 0/1253, 26 -27 =- 1086/0, 25 -26 =- 1086/0, 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
24 -25 =- 1791/0, 23 -24 =- 520/332, 22- 23= 0/771, 21- 22= 0/771, truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
Job Truss Truss Type Qty Ply
Q1109356 F4 Floor Truss 6 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:33 2011 Page 1
ID: L8i4 ?JT_YJsf3GYBXxomKCyYWQd -7EmW koVVY ?qu2A1 ZftoLXW pomX9D W h9OdsMHgzlyYRgC
0 -1 -8
1 -3 -0 1 -0 -8 2 -0 -0 1 -6 -0 2 -0 -0 0-7 -8 0-1-8
Seale = 1:37.7
[ 7-8-0 3-6-0
1.5x4 I 4x9 = 1.5x4 I
1.5x4 - 3x8 - 1.5x4 I 4x6 = 3x12 MT2OH FP= 4x9 - 4x4 = 1.5x4 L 4x4 -- 1.5x4 =
1 2 3 4 1 6 7 8 9 10 11 12 T 13 14 15 16 17
0
33 � % B2 '_ 34 1 4
I e
.' T � L_ ,
X
32 31 30 29 28 27 26 25 24 23 22 21 20 19 18
3x6 = 3x8 = 1.5x4 I 4x6 - 3x6 FP= 4x9 = 4x9 - 4x4 = 4x4 - 3x6 =
4x9 == 1.5x4 I'
23 -9-8 24 -2-0 26 -2-0 28-11 29-8 0
16-2-0 7 -7-8 - 0-441 2 -0-0 -9 2 -9 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [6:0- 1- 8,Edge], [15:0- 1- 8,Edge], [21:0- 1- 8,Edge], [29:0- 1- 8,Edge], [33:0- 1- 8,0 -0 - 8], [34:0 1 - 8,0 -0 -8]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.26 29 -30 >738 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.45 29 -30 >428 240 MT2OH 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 24 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 108 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 5) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
WEBS 4 X 2 SPF No.2 2 -3 =- 1999/0, 3 -4=- 3091/0, 4 -5 =- 3120/0, 5 -6 =- 3120/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BRACING 6-7 -- 2248/178, 7 -8 =- 472/990, 8- 9= 0/3261, 9 -10= 0/3261, analysis and design of this truss.
TOP CHORD 10 -11= 0/3261, 11-12=-168/1180, 12- 13=- 1563/444, 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 13- 14=- 1963/0, 14 -15 =- 1963/0, 15- 16=- 1531/0 truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
BOT CHORD BOT CHORD ends or restrained by other means.
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 31 -32= 0/1208, 30 -31= 0/2729, 29- 30= 0/3303, 28- 29= 0/3120, 8) CAUTION, Do not erect truss backwards.
27 -28= 0/3120, 26 -27 =- 572/1515, 25-26= -1602/0, 24- 25=- 1602/0, 9) All Plates 20 Gauge Unless Noted
REACTIONS (Ib /size) 23- 24=- 1853/0, 22 -23 =- 770/1051, 21- 22=- 173/1944,
32 = 775/0 -5 -8 (min. 0 -1 -8) 20 -21= 0/1963, 19 -20= 0/1963, 18 -19 =0/892 LOAD CASE(S)
18 = 578/0 -5 -8 (min. 0-1-8) WEBS Standard
24 = 2164/0 -3 -8 (min. 0 -1 -8) 2 -32 =- 1429/0, 8 -24 =- 1968/0, 2 -31= 0/966, 8 -26= 0/1468, -
Max Gray 3 -31=- 890/0, 7 -26 =- 1363/0, 3 -30= 0/442, 7 -27= 0/1010,
32 = 832(LC 2) 4 -30 =- 259/103, 6 -27 =- 1291/0, 4 -29 =- 603/26, 6- 28= 0/370,
18 = 655(LC 3) 16 -18 =- 1052/0, 11 -24 =- 1721/0, 16- 19= 0/780, 11 -23= 0/1272,
24 = 2164(LC 1) 15- 19=- 699/100, 12- 23=- 1205/0, 12- 22= 0/744, 13- 22=- 620/0,
13 -21 =0/611
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown.
TOP CHORD NOTES (9)
2 -3 =- 1999/0, 3-4 =- 3091/0, 4 -5 =- 3120/0, 5 -6 =- 3120/0, 1) Unbalanced floor live loads have been considered for this design.
6- 7=- 2248/178, 7 -8 =- 472/990, 8- 9= 0/3261, 9- 10= 0/3261, 2) All plates are MT20 plates unless otherwise indicated.
10- 11= 0/3261, 11- 12=- 168/1180, 12 -13 =- 1563/444, 13- 14=- 1963/0, 3) All plates are 3x4 MT20 unless otherwise indicated.
14- 15=- 1963/0, 15 -16 =- 1531/0 4) All bearings are assumed to be SPF No.2 .
Job Truss Truss Type Qty Ply
Q1109356 F3 Floor Truss 1 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:29 2011 Page 1
ID: L8i4? jT_YJsf3GYBXxomKCyYWQd- FSX ?uQT1 xbNdhPFuezHbMzd2iYtEIMy2xkJSgzyYRgG
0 -1 -8
2 -0 -0 1 -3 -8 0-1-8
HI- 1 -3 -0 1 1 -0 -8 f I_ SdAe = 1:27.6
1.5x4 ' I 4x9 = 1.5x4 I
1k5x4 -- 4x6 = 7$-0 1.5>k4 H 3x6 = 3x6 FP= 1.5x4 I 1.5x4 =
1 2 3 4 5 6 7 8 9 10 11 12 13 14
7 • ..,, ,,,-- ,,,,,-,L-= ,
°27 =11 -
I S 2P1 28
o
I� K X
25 24 23 22 21 20 19 17 16
3x6 - 4x6 = 1.5x4 3x6 = 3x6 FP= 4x9 = 1.5x4 I 3x6 =
4x9 =
16 -2 -0 21 -10 -0
16-2-0 5 -8 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [6:0- 1- 8,Edge], [11:0- 1- 8,Edge], [16:0- 1- 8,Edge], [23:0- 1- 8,Edge], [27:0- 1- 8,0 -0 -8], [28:0- 1- 8,0 -0 -8]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.26 23 -24 >735 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.46 23 -24 >415 240
BCLL 0.0 Rep Stress lncr YES WB 0.38 Horz(TL) 0.05 18 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 80 Ib FT = 4 %F, 10%E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
BOT CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
WEBS 4 X 2 SPF No.2 2 -3 =- 2106/0, 8 - 3289/0, 4 -5 =- 3462/0, 5 -6 =-3462/0, ends or restrained by other means.
7 -
BRACING 6 = - 2679/0, 7 -8 1018/0, 41776, 9 - 10 =0/1776, 8) CAUTION, Do not erect truss backwards.
TOP CHORD 10 -11 =0/1776, 11-12=-184/874, , 1 12 -13 =- 184/874 9) All Plates 20 Gauge Unless Noted
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD
BOT CHORD 25 -26= 0/1263, 24 -25= 0/2882, 23- 24= 0/3562, 22- 23= 0/3462, LOAD CASE(S)
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 21- 22= 0/3462, 20- 21= 0/2007, 17- 18=- 874/184, 16 -17 =- 874/184, Standard
15 -16 =- 323/262
REACTIONS (Ib /size) WEBS
26 = 864/0 -5 -8 (min. 0 -1 -8) 2 -26 =- 1494/0, 8 -18 =- 1882/0, 2 -25 =0/1028, 8 -20= 0/1345,
15 = 59/0 -3 -8 (min. 0 -1 -8) 3 -25 =- 948/0, 7 -20 =- 1222/0, 3 -24= 0/496, 7 -21= 0/835,
18 = 1655/0 -5 -8 (min. 0 -1 -8) 4 -24 =- 339/0, 6 -21 =- 1010/0, 4 -23 =- 337/292, 6 -22= 0/274,
Max Uplift 13 -15 =- 307/382,11 -18 1373/0,13 -16 =- 663/0,11 -17 =0/289
15 = - 164(LC 2)
Max Gray NOTES (9)
26 = 867(LC 7) 1) Unbalanced floor live loads have been considered for this design.
15 = 246(LC 3) 2) All plates are 3x4 MT20 unless otherwise indicated.
18 = 1655(LC 1) 3) All bearings are assumed to be SPF No.2 .
4) Provide mechanical connection (by others) of truss to bearing plate capable of
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. withstanding 100 Ib uplift at joint(s) except (jt =lb) 15 =164.
TOP CHORD 5) This truss is designed in accordance with the 2009 International Residential Code
2 -3 =- 2106/0, 3-4 =- 3289/0, 4-5=-3462/0, 5- 6=- 3462/0, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
6- 7=- 2679/0, 7 -8 =- 1018/0, 8- 9= 0/1776, 9- 10= 0/1776, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
Job Truss Truss Type Qty Ply
Q1109356 F2 Floor Truss 6 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:21 2011 Page 1
I D: L8i4 ?jT_YJsf3GYBXxomKCyYW Qd- Uw2zChM0p8NIkBeLAH8i 1 H I 1 J9TtIIs6UN 1 YRyYRg0
- 0 -1 -8
. 1 -3 -0 0 -7 -8 2 -0 -0 1 -3 -8 0-1-8
H I Sdale = 1:25.5
•
6 -0-0 1.5x4
1.5x4 =
1.5x4 11 3x6 = 3x6 FP= 4x6 = 1.5x4 1 1.5x4 =
1 2 3 4 5 6 7
_ 8 9 10 11 12 13
•
N .
26 o
24 23 22 21 20 19 18 16 15
1 j
3x6 - 3x6 = 1.5x4 1.5x4 ',' 4x6 = 3x6 FP= 3x8 - 1.5x4 1 3x6 =
14 -6 -0 1 20 -2 -0
14-6-0 5 -8 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0 -1- $Edge], [5:0- 1- 8,Edge], [10:0- 1- 8,Edge], [15:0- 1- 8,Edge], [26:0- 1- 8,0 -0 -8], [27:0- 1- 8,0 -0-8]
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl LJd PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.16 22 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.28 21 -22 >623 240
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 17 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 75 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
WEBS 4 X 2 SPF No.2 2- 3=- 1834/0, 3-4=-2741/0, 4 -5 =- 2842/0, 5-6 =- 2343/0, ends or restrained by other means.
OTHERS 4 X 2 SPF No.2 6-7 =- 993/0, 7-8=-993/0, 8-9=0/1479, 9 -10 =0/1479, 8) CAUTION, Do not erect truss backwards.
BRACING 10 -11 =- 242/698, 11 -12 =- 24- 24216/698 9) All Plates 20 Gauge Unless Noted
TOP CHORD BOT CHORD
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 24- 25= 0/1125, 23- 24= 0/2461, 22 -23 =0/2842, 21 -22 =0/2842, LOAD CASE(S)
BOT CHORD 20-21=0/2842, 19-20=0/1848, 16-17=-698/242, 15-16=-698/242, Standard
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 14 -15 =- 241/290
WEBS
REACTIONS (Ib /size) 2 - 25 = - 1330/0, 8- 17=- 1671/0, 2- 24= 0/866, 8- 19= 0/1168,
25 = 771/0 -5 -8 (min. 0 -1 -8) 3 -24 =- 766/0, 6 -19 =- 1060/0, 3 -23= 0/447, 6 -20= 0/621,
14 = 106/0 -3 -8 (min. 0 -1 -8) 4 -23 =- 387/90, 5 -20 =- 693/0, 12- 14=- 341/285, 10 -17 =- 1230/0,
17 = 1501/0 -3 -8 (min. 0-1-8) 12 -15= -549/0
Max Uplift
14 = - 117(LC 2) NOTES (9)
Max Gray 1) Unbalanced floor live loads have been considered for this design.
25 = 774(LC 7) 2) At plates are 3x4 MT20 unless otherwise indicated.
14 = 261(LC 3) 3) At bearings are assumed to be SPF No.2 .
17 = 1501(LC 1) 4) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 Ib uplift at joint(s) except (jt =1b) 14 =117.
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 5) This truss is designed in accordance with the 2009 International Residential Code
TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
2- 3=- 1834/0, 3 -4=- 2741/0, 4 -5 =- 2842/0, 5 -6 =- 2343/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
Job Truss Truss Type Qty Ply
Q1109356 F1 Floor Truss 6 1
Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Sep 30 13:16:18 2011 Page 1
I D: L8i4 ?jT_YJsf3GYBXxomKCyYW Qd- 3LMragK8XD ?BtjvnV9a ?QegCh65vgOfQQ W9Nx6yYRgR
0 -1 -8
H 1 1 -3 -0 0-7 -8 2 -0 -0 1 2 -0 -0 0-10 -8 0� -8
S le = 1:35.5
8 -0-0
I
6 -0-0 I
1.5x4 J 3x4 H 4x6 = 1.5x4 1
1.5x4 = 3x6 = 3x4 - 3x4 = 3x4 = 4x4 = 4x6 = 3x6 FP = 4x6 = 1.5x4 1 3x4 = 3x4 - 7 4x4 == 1.5x4 =
1 2 3 4 5 6 7 8 9 10
12 T 13 14 15 16
T1 _ '<':-, -111 33 4
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
3x6 = 3x6 - 3x4 - 1.5x4 H 4x4 - 4x6 -3x6 FP- 4x9 = 4x6 - 4x6 - 3x4 = 4x4 = 3x6
1.5x4 I1 1.5x4
14 -6 -0 28 -0 -0
14-6 -0 13 -6 -0
Plate Offsets (X,Y): [1:Edge,0- 0 -12], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [13:0- 1- 8,Edge], [21:0- 1- 8,Edge], [32:0- 1- 8,0 -0 -8], [33:0- 1- 8,0 -0 -8]
LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.16 20 >987 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.28 19 -20 >575 240
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.05 17 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 102 Ib FT = 4 %F, 10 %E
LUMBER
TOP CHORD 4 X 2 SPF 1650F 1.5E 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD analysis and design of this truss.
WEBS 4 X 2 SPF No.2 2- 3=- 1756/0, 3-4=-2582/0, 4-5=-2633/0, 5 - 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each
1 0/2
BRACING 6-7 =- 630/487, 7 -8 =0/2368, 8 -9 =0/2368, 7 /2368, truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer
TOP CHORD 10 -11 =- 695/800, 11 -12 =- 2217/0, 12 -13 =0, 13 -14 =- 2287/0,
Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14 -15 =- 1617/0 ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
BOT CHORD BOT CHORD
Rigid ceiling directly applied or 2 -2 -0 oc bracing. 30- 31= 0/1082, 29- 30= 0/2349, 28- 29= 0/2633, 27- 28= 0/2633, 7) All Plates 20 Gauge Unless Noted
26- 27= 0/2633, 25 -26 =- 146/1528, 24 -25 =- 980/0, 23 -24 =- 980/0, LOAD CASE(S)
REACTIONS (Ib /size) 22 -23 =- 1210/0, 21 -22 =- 408/1523, 20- 21= 0/2217, 19 -20 =0/2217, Standard
31 = 708/0 -5 -8 (min. 0 -1-8) 18 -19= 0/2161, 17- 18= 0/1001
17 = 637/0 -5-8 (min. 0-1-8) WEBS
23 = 1972/0 -3 -8 (min. 0 -1 -8) 2 -31 =- 1279/0, 7 -23 =- 1716/0, 2 -30= 0/822, 7 -25= 0/1245,
Max Gray 3 -30 =- 724/0, 6 -25 =- 1159/0, 3- 29= 0/311, 6- 26= 0/741,
31 = 748(LC 2) 4- 29=- 196/281, 5 -26 =- 887/0, 4- 28=- 295/34, 15 -17 =- 1183/0,
17 = 700(LC 3) 10 -23 =- 1620/0, 15- 18= 0/752, 10 -22 =0/1115, 14 -18 =- 664/0,
23 = 1972(LC 1) 11 -22 =- 1140/0, 11- 21= 0/1144, 13 -19 =0/434, 12 -21 =- 390/0,
13- 20= -310/0
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD NOTES (7)
2 - 3 = 1756/0, 3 4 - 5 = 2633/0, 5 - 6 = 2070/0, 1) Unbalanced floor live loads have been considered for this design.
6 - 7= 630/487, 7 - 8= 0/2368, 8- 9= 0/2368, 9- 10= 0/2368, 2) All bearings are assumed to be SPF No.2 .
10 -11 =- 695/800, 11 -12 =- 2217/0, 12- 13=- 2217/0, 13 -14 =- 2287/0, 3) This truss is designed in accordance with the 2009 International Residential Code
14 -15 =- 1617/0 sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
Truss Engineering Corporation - 181 Goodwin Street Indian Orchard, MA 01151 (413) 543 -1Z
KNEEWALL DETAIL FOR FLOOR TRUSSES WITH CONVENTIONAL FRAMED ROOF
DORMER FRAMING SUPPORTED DORMER FRAMING SUPPORTED
BY ROOF RAFTERS NOT FLOOR. BY ROOF RAFTERS NOT FLOOR.
BUILD ON TOP OF RAFTER. BUILD ON TOP OF RAFTER.
GAP BETWEEN WALL GAP BETWEEN WALL
AND RAFTER TO ALLOW AND RAFTER TO ALLOW
DEFLECTION DEFLECTION
NON - BEARING NON- BEARING
KNEEWALL KNEEWALL
OPTIONAL BEAM BY OTHERS
SIZED TO SUPPORT KNEEWALL
CONTRACTOR QUOTE PRINTED ON: 09/30/11 PAGE 2
QUOTE # Q1109356
DATE QUOTED:09 /30/11
EN � N 181 GOODWIN ST VALID UNTIL: 10/28/11
C • RPORATI • N PO BOX 51027
►������.a.vi INDIAN ORCHARD, MA 01151 Job: WHITMAN COTTAGE
WRIGHT BUILDERS
MANUFACTURERS OF ROOF & FLOOR TRUSSES LOT #7 EMERSON WAY
Phone (413) 543.1298 Fax (413) 543 -1847 Toll Free (800) 456-0187 NORTHAMPTON, MA
Quote To:r.k. Miles, Inc. Requested By: ANDY CLOGSTON
24 West St.
West Hatfield, MA 01088
Attn:ANDY CLOGSTON Quoted By: Brian Tetreault
Phone: (413) 247 -8300
SPECIAL INSTRUCTIONS:
*FLOOR NOT DESIGNED TO SUPPORT ROOF FRAMING.
ITEMS
QTY I ITEM TYPE SIZE ( LENGTH l I PART NUMBER I NOTES
2 HGR ITT411.8 00 -00 -00
Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate
Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific
specifications unless clearly defined otherwise in writing by TEC. SUB -TOTAL
This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No I !,
responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of
TEC's product on the structure as a whole. The building owner /owner's agent is solely responsible for verifying all
dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall SINGLE ESCORT
be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for J Cr I�
field verification of dimensions or special conditions.
The building owner /owner's agent is responsible for coordinating all construction details between trades. The truss
installer shall follow all BCSI recommendations, construction document specifications as well as any site specific GRAND TOTAL
requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully
installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and
permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss
shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements,
ply to ply nailing, lateral web bracing, and truss spacing.
No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting
TEC and receiving engineering documents allowing such.
* ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * **
Approved By: Approval Date:
PO #: Requested Delivery Date:
CONTRACTOR QUOTE PRINTED ON: 09/30/11 PAGE 1
QUOTE # Q1109356
■ DATE QUOTED:09 /30/11
EN NEE 181 GOODWIN ST VALID UNTIL: 10/28/11
C RP RATION PO BOX 51027
INDIAN ORCHARD, MA 01151 Job: WHITMAN COTTAGE
WRIGHT BUILDERS
MANUFACTURERS OF ROOF & FLOOR TRUSSES LOT #7 EMERSON WAY
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA
Quote To:r.k. Miles, Inc. Requested By: ANDY CLOGSTON
24 West St.
West Hatfield, MA 01088 Quoted By: Brian Tetreault
Attn:ANDY CLOGSTON
Phone: (413) 247 -8300
SPECIAL INSTRUCTIONS:
*FLOOR NOT DESIGNED TO SUPPORT ROOF FRAMING.
ROOF TRUSSES LOADING TOLL -TWL- BOLL -BCDL STRESS INCR ROOF TRUSS SPACING: IN. O.C. (TYP.) LAYOUTBRT 09/30/11
INFORMATION 40.0.10.0.0.0,10.0 L15 HIPPING PROFILE PLY I T o I i ea I TRUSS ID SPAN SPAN LUMBER O O LEFT RHG / C ANT I I S HEIGHT I WEIGHT
COMMON 00 -10 -08 00 -10 -08
4 12.00 0.00 T1 24 -00 -00 24 -00 -00 12 X 412 X 4 13 -03 -07 136 1
COMMON 1 1 00 -10 -08
8 12.00 0.00 T1A 24 -00 -00 24 -00 -00 12 X 412 X 4 13 -03 -07 135
f GABLE 00 -10 -08 00 -10 -08 13 -03 -07 159
d111 1111. 1 12.00 0.00 T1 GE 24 -00 -00 24 -00 -00 !, 2 X 4, 2 X 4
FLOOR TRUSSES LOADING TOLL- TCDL -BCLL -BCDL STRESS wcR FLOOR TRUSS SPACING: 24.0 IN. O.C. (TYP.) LAYOUTBRT 09/30/11
RMA 40.0,10.0,0.0,10.0 1.00
FLOOR 1 QTY TRUSS ID I DEPTH TION BASE O/A
SPAN SPAN END TYPE CANTILEVER ( STUB
LEFT RIGHT ( I I UNIT
PROFILE PLY INFO I LEFT I RIGHT LEFT RIGHT WEIGHT
6, F1 01 -00 -00 28- 00 -00; 28 -00 -00 c 102
6 F10 01 -00 -00 1 28- 00 -00, 28 -00 -00 102
F2 01 -00 -00 , 20 -02 -00 20 -02 -00 74
1 F3 01 -00 -00 21 -10 -00 21 -10 -00 rr MI 80
6 F4 01 -00 -00 29- 08 -00'i 29 -08 -00 r , 107
1 F4A 01 -00 -00 29 -08 -00 29 -08 -00 r ��� _ii, 1 107
7 F5 01 -00 -00 28 -00 -00 28 -00 -00 r n 1 102
11 F5A 01 -00 -00 28 -00 -00 1 28-00-00 1 r n I, 00 -04 -08 102
8 � F6 01 -00 -00 13 -08 -00 13 -08 -00 F 49
V%1 2 F7 01 -00 -00 08 -01 -08 08-01-08 r 31
k F8 01 -00 -00 02 -04 -00 02 -04 -00 , r 1 9
2
1 I, F9
I 01 -00 -00 19 -10 -081 19 -10 -08 I ' 74
1 1 FG1 01 -00 -00 28 -00 -00 28 -00 -00 I 102
I ,
ITEMS
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0 o O p o Th:5 non - structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or
1111 1 111111117 � ti Z f Z Implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all
� S �. r 3 c 3 BCSI recommendations, constructors document specifications as well as any site specific requirements to ensure safe and proper installation No loading shall be applied 1
Z O 0 m 3 m to trusses until properly and fully instal ed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on Individual shop drawings), and permanent
1S ZI # * * m m - bracing (as required by the construction documents)_ Installation contractor shall refer to the ndis:dual truss shop drawings for all structural requirements of trusses,
. 00 t D m I p ncludng but riot limited to bearing locations and requirements, ply to ply nall'ng, latera web bracing, and truss spacing Truss Engineering Corporation strictly adheres to
g i m,71_. _. tie 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TEl Chapter 2 (available upon request) regardless of any job specific
m m Z m o specifications unless clearly defined otherwise In writing by TEC
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7 Z r0 Z O� " • This placement plan is Truss Engineer TA
ing Corporat on'slNTERPRE TION of plans and drawings as supplied to us The buildng owner /owner's agent is solely responsible
0> for verifying ail dimensions, geometry, oads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC
.Lt to m immediately of any discrepancies The building owner/owner's agent is responsible for coord Hating all construction details between trades. Truss Engineering
Corporator) isNOT responsible for field erificaCo i of dimensions or spec-al conditions No trusses supplied by Truss Engineering Corporation may be cut, drilled, or
altered In any way without first contacting TEC and receivhig eng veering documents allowing such
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` o r O o This non .structura placement plan is p'ovided for Identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or
• w Z f m Z implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole The truss installer shall follow all
s � • m m - Z c BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. Pie loading shall be applied
L _ Z p m '< § m to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on ind'�vidual shop drawings), and permanent
P M M u * * m m , bracing (as required by the construction documents). Installation contractor shall refer to the Indlvidua i truss shop drawings for all structural requirements of trusses,
.' D m I ncludio but not limited to bearing locations and requirements ply to ply nailing, lateral web bracing, and truss spacing . Truss Engineering Corporation strictly adheres to
-- , K m i _. the 'Standard Respons blities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific
di :11 A m Z m 8 - ' specifications sinless clearly defined otherwise in w Icing by TEC
Z p C n
Z s O 8 " 0 This placement plan is Truss Engineering Corporaton'sINTERPRETATION of plans and drawings as supplied to us. The building owner /owner's agent .s solely responsible
› A D for verifying all dirnensions, geometry, loads and load regw'ernents for accuracy and full compliance to construction documents and shall be responsible for notifying TEC
< to m . immediately of any discrepancies. The ouilding owner/owner's agent is responsible for coordinating all construction details between trades. Truss Engineering
Corporation sNOT responsible for field verlflcation of dimensions or special conditions No trusses supplied by Truss Engineering Corporation may be cut, drilled, or
altered n any way without first contacting TEC and receiving eng neerrng documents allowing such
Tv
Tv
RIGHT BUI.LDERS, INC.
38874
L DATE INVOICE NO. DESCRIPTION INVOICE AMOUNT DEDUCTION BALANCE
10 -13 -11 101311- 249Fire 11 -249 163.00 .00 163.00
CHECK 10 - 13 -11 CHECK 38874 163. UU . 00 163.00
DATE NUMBER TOTALS
WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 3 8 8 7 4
48 BATES STREET FLORENCE, MA 01062
NORTHAMPTON, MA 01060 = -'; `53
413- 586 - 8287 "'
U
n
Pay: * * * * * * * * * * * * * * * * * * * * * * * * * * ** *One hundred sixty- three dollars and no cen
r 'o`
DATE � CHECK NO. AMOUNT'
Oc tober`13, 2011 38874 $ * * * * * ** *163.00
PAY CIT OF NORTHAMP NOT VALID AFTER 90 DAYS
TO THE TWO SIGNATURES RE IRED ON C CKS OVER $5000.00
ORDER
OF
,4UT}lOfiIZE ❑SipNRTIlRE . '" `_ NP
11'03887411' 1: 2 L L87 L6881: 0 L 25 00560611'
•
Northampton Fire Dept.
Fees
Job: New House w /Attached Garage
77 Emerson Way
Florence, MA
Floor Squ. Ft. x 0.04 Fee
Basement 1355 x 0.04 $54.20
1st Floor 1355 x 0.04 $54.20
2nd Floor 777 x 0.04 $31.08
Garage 569 x 0.04 $22.76
TOTAL: $162.24
Hardwired smoke, CO and heat detectors per Code in new house & garage.
Building permit application pkg submitted to the Bldg Dept on 10/19/11.
Wright Builders is dropping $163 check directly to Asst. Chief Duane Nichols
at Northampton Fire Dept.
cc: Louis Hasbrouck / Chuck Miller, Northampton Building Dept
Asst. Chief Duane Nichols
ti
Prepared by Wright Builders, Inc. 10/13/2011
MUNICIPAL SEWER/ AVAILABILITY APPLICATION
Northampton Streets Department
125 Locust Street
Northampton, MA 01060
587 -1570
A Department of Public Works Trench Permit and Sewer Entry Permit shall be required
prior to any construction or connection activity associated with this application.
Location: 77 Emerson Way Lot #7
Inquiry Made By: Wright Builders 586 -8287
Date of Inquiry: 10/7/11
Reason for Hook into City Sewer Service
Request:
Municipal Sewer Main in Front of Location: Yes No
Municipal Storm Drain Available: 5 1 /2 deep Yes No
Size of Sewer Main: Material: Age:
Depth of Sewer Main:
Size of Service Connection:
Type of Service Connection:
Tie -in to Sanitary Main Tie -in to Sanitary Stub
Comments:
Note: If this availibility is for new construction, this form must be hand delivered to Building
Inspector.
A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer
system. Arrangements of such installation shall be made with the Northampton Streets Department with a
minimum of 5 working days notification. All work shall conform to Northampton Streets Department
specifications.
6 )Ia
John Hall
Sewer Department
cc: Ned Huntley, Director DPW
Louis Hasbrouck, Building Commissioner
MUNICIPAL WATER AVAILABILITY APPLICATION
Northampton Water Department
237 Prospect St.
Northampton, MA 01060
587 -1097
A Department of Public Works Trench Permit shall be required prior to any construction or
connection activity associated with this application.
Location: 77 Emerson Way Lot 7
Inquiry Made By: Wright Builders 586 -8287
Date of Inquiry: 10/7/11
Number of Type of Single Family X Type of Private X
Units: 1 Unit(s): Accessory Apart. Ownership: Condo
Multi - family Rental
(Annlicant to fill out the above)
Municipal Water Main in
Existing service to
Front of Location? Yes: X No: site? Yes: X No
Size of Water Main: 8" Material: Ductile Iron Age: 2008
Approximate Static Street Flow Test Conducted: Yes: No:
45Pressure: If done attach results
Size of Service Connection 1"
3/
Suggested Meter Size:
Comments: The Water Department cannot guarantee adequate water pressure during peak demand
times at elevations above 320 feet.
• A corresponding water entrance fee shall be paid prior to making any connection to the municipal water
sy em.
• A angements of s ' stallation shall be made with the Northampton Water Department with a minimum
o 5 workin I • • s no ification.
• All 7 rk hal con • t. .rthampton Water Department specifications.
David W. Sparks, Superinten.ent of Water Water Entry $200.00 Meter $150.00 Radio $100.00
cc: Ned Huntley, Director
cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for a new construction,
it,must be hand delivered to the Building Inspector.
1.1C°
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�D`7�� a�s�C :ESt::Y ; , ':
DE ?A TM ENT' GE BUILDING INS ?:CTZGNS ti 1
212 Main Street ' Municipal Building 1
fNSrCC.iOR Northampton, Mass. C1060
i
Square Fcctage r_
'Ba`eent @ +�` I3 9) ,
r :,
ls` F _ccr @ , 50 I 3 4 1 /. 50 i
2nd ='cor @ • '30 9 `17 O 3 I ,
1/2 Floors, Attic, Garace aQ SI 1 g i' F 1
Dec ,,3g Deck, Porches t f ? b
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a. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20 "x41" exception 5 sqft at 1st
floor. Minimum clear opening 20 "x24" or 24 "x20 ". 780 CMR R310.1.1
b. Two doors remote as possible at the normal level of travel, opening measured from the face of the slab
to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2
c. Landing at each door 36" out and the width of the door minimum 36 ", maximum step 7 3/4" from the top
of the threshold and only in- swinging doors. 780 CMR R311.3
13. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9 ",
maximum riser 8 % ", maximum overall variance for the run is 3/8 ", 4" sphere rule on risers, 4 3/8" on
balustrade, 6" in the triangle. Graspable rail 1 '4" minimum and 2" maximum rail, height minimum 34" maximum
38 ", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from
nosing. 780 CMR R311.7.
14. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30"
above floor or grade within 36 ", 4" sphere rule. See 780 CMR R312.1.
15. Educate the plumber and electrician about maximum notch and hole sizes, and placement. See 780 CMR R502.8
and R602.6. In bearing studs holes not larger than 40% of a stud no closer than 5/8 to the edge, In interior non-
bearing studs holes not larger than 60% of a stud no closer than 5/8 to the edge, in bearing walls if more than
50% of a plate is cut or notched a 1 %" 16ga. strap must extend a minimum of 6" past the cut both directions
and be nailed with 8 -10d per side, or holes in joist are a maximum 1/3 the depth not closer than 2" from the top
or bottom. Notches are different.
16. Fire and draft stopping shall be completed before rough inspection. See 780 CMR R302.
17. Ignition barriers in place before final. See 780 CMR R316.
18. Energy aspects shall comply with the stretch energy code. See 780 CMR Appendix 115AA and 2009 IECC.
a. An initial HERS evaluation is required including insulation levels anticipated.
b. A final HERS evaluation confirming code requirements have been met including duct testing.
c. Energy information including mechanical equipment posted on the electric panel.
d. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Building
Option Package.
19. Vapor retarders. Although these are still in the code there are exceptions, one must understand that there is a
difference between a vapor retarder or barrier and an air barrier. An air barrier is intended to stop air flow
(convection) a vapor retarder or barrier is intended to stop molecular moisture transfer (diffusion). A vapor
retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute
and complete. If air can leak through an electrical device or through a crack it follows the path of least resistance
and carries 99% of the moisture in a structure. This is evident every time one exposes fiberglass insulation and
finds black insulation, which is dirt filter out of the air moving through the insulation. See 780 CMR R601.2 for
vapor retarders and Table N1102.4.2 for air sealing requirements.
20. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements See 780 CMR R806.4.
21. Deck ledgers and post must be appropriately attached, bolts or lags. See 780 CMR R502.2.2.1 Note: ThruLoks are
engineered for post attachment supporting a railing.
22. Smoke and CO detectors as required. See 780 CMR R314 and R315.
Relevant items must be submitted to the building department for approvals before inspections and or CO can be signed.
Other items are intended to avoid costly issues at inspections.
Feel free to call if you have any questions. My telephone number is 587 -1240 and office hours are Monday through
Friday, 8:30 am to 4:30 pm, excepting we close for walk -ins at 12:00 noon on Wednesdays.
Than. dou fly co ration on these matters.
Chuck Miller - City of Northampton Assistant Commissioner and Zoning Enforcement cmiller
City of Northampton
4 Massachusetts ��� �
DEPARTMENT OF BUILDING INSPECTIONS
212 Main Street • Municipal Building
Northampton, MA 01060'k
INSPECTOR
Wright Builders, Inc. November 03, 2011
48 Bates Street
Northampton, MA 01060
Subject Location: 77 Emerson Way
Map Block: 36 — 356 - 077
Mr. Ledwell
Your electronic plans dated 10 -17 -11 have been approved as noted.
1. Locate the basement CO /smoke at the base of the stairs, 1 and 2 floor CO /smoke within 10' of the
bedroom.
2. Identify the braced wall method being used at the front garage wall.
3. Tempered glass in all hazardous locations.
4. 4" sphere rule on windows 72" AFG with the opening less than 24" AFF.
5. Make sure all final riser heights are correct or they will need to be corrected.
6. Three pier locations are appear to be undersized based on a 2000 lb bearing and the point loads indicated
on the drawings submitted. If soil condition is gravel or sandy gravel 3000 lbs bearing could be allowed.
7. HVAC calculations do not correctly reflect the window U- value, which may cause incorrect sizing of ducts
and equipment.
As of August 4 2011 the 8 Addition MA code is the 2009 IRC with MA amendments.
In the following are some generic requirements which seem to be problematic.
This is not a substitute for purchasing and reading the MA codes.
1. Structures shall conform to 780 CMR 8 addition 1 and 2 family building codes with MA amendments.
2. Grading plan for structures being constructed required. See 780 CMR R401.3 for drainage requirements.
3. Where ceiling joist are not directly connected to the rafters, rafter ties are required and must be in the bottom
1/3 See 780 CMR R802.3.1. Minimum 2x4 16" OC nailed per 780 CMR Table R802.5.1(9) 4" slope 8 -16nd
common at each connection.
4. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1/3 780 CMR R802.3.1
5. Ridge boards must be the full depth of the cut 780 CMR R802.3.
6. A complete window and header schedule is required. See 780 CMR Table R502.5 for header sizing and number
of jack studs required.
7. All framing materials which are not code prescriptive must have stamped engineering.
a. LVLs
b. I -joist and or Floor Truss
c. Roof truss
8. A braced wall plan identifying appropriate braced wall areas and braced wall method being used. See 780 CMR
602.10.
a. Garage corners and large corner window /door layout may require special solutions.
b. All corners must be appropriately attached to the foundation.
9. Ceiling heights minimum 7' for habitable spaces, 6'8" for bathrooms includes tub /shower area if a shower head
is used, 6'8" for basement without habitable space, 6'4" at beams /ducts. 780 CMR R305.1.
10. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs, spas, bathtubs
within 60" if not 60" above the walking surface, and other locations. See 780 CMR R308.4
11. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4" sphere
rule. See 780 CMR R612.2
12. Egress and emergency escape requirements shall be strictly met.
SECTION 8 - CONSTRUCTION SERVICES
8.1 Licensed Construction
�� Suupe � rvv � issorr: / { �/� /� Q �^��i ,/ Not Applicable ❑ /� ) tj
Name of License Holder : to P^ (f R7 P J (1 i/W - &e {!" Neu.. o 1 4
License Number
4f ig Sr:, /Vb esti-Ate rbN, 41A /' / i 5
Address Expiration Date
\-----'( / 1..--../1/-- "( _./ C -119 Z0
Signakfre elephone
9. Registered Home Improvement Contractor: Not Applicable ❑
1N('- - 1.4.1)w / /14 vvoit (0 lc. 3i
Com an Name Registration Number
e 14-iv( S rb R-fi- imtp - or, Mk- ( /�-i, /'y
Address / .�x Expiration Date
J ,� Telephone �� do9
SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6))
Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result
in the denial of the issuance of the building permit.
Signed Affidavit Attached Yes No ❑
11. - Home Owner Exemption
The current exemption for "homeowners" was extended to include Owner - occupied Dwellings of one (1) or two(2) families
and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts
as supervisor. CMR 780, Sixth Edition Section 108.3.5.1.
Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there
is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm
structures. A person who constructs more than one home in a two - year period shall not be considered a homeowner.
Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be
responsible for all such work performed under the building permit.
As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon
completion of the work for which this permit is issued.
Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to
Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s)
you hire to perform work for you under this permit.
The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of
Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated.
Homeowner Signature _
SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable)
New House Igr Addition ❑ Replacement Windows Alteration(s) n Roofing
Or Doors El
Accessory Bldg. ❑ Demolition n New Signs [❑] Decks [lJ Siding [❑] Other [❑]
Brief Description of Proposed 1 /}', , s& l /
Work: / V G ry
Alteration of existing bedroom Yes y No Adding new bedroom Yes K No
Attached Narrative Renovating unfinished basement Yes K No
Plans Attached Roll - Sheet
6a. If New house and or addition to existing housing, complete the following:
a. Use of building : One Family Two Family Other
b. Number of rooms in each family unit: 7 /U.( Number of Bathrooms a- �/ � ��Z
c. Is there a garage attached? &lee 411444A y L{
d. Proposed Square footage of new construction. P /L � a-6 Dimensions 7 3� ' � ��.,,s ` � O ( t?
e. Number of stories? t)''' rr }+A si_ � 4.- f K ITS +'C"r""
f. Method of heating? 'Crg rAir Fireplaces or Woodstoves Number of each
g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? - ID (/t4F1)
h. Type of construction f5 , /P *411
i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes X No
j. Depth of basement or cellar floor below finished grade
(1.1
k. Will building conform to the Building and Zoning regulations? )( Yes No .
I. Septic Tank City Sewer X Private well City water Supply X
SECTION 7a - OWNER AUTHORIZATI - TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT
I, (/ P/ G"j &1 1 Uh SF i"> , as Owner of the subject
property Q,., r
hereby authorize i, P 1 f Ain - � j
to act on my behalf, in all matters relative to work authoriz by this building permit application.
' ''k . i DI i ei it
Signature of caner Date
I, W - 6 *') r7'vf ,., ►.p/ as Owner u orized
• ge t ereby declare that the statements and information on the foregoing application are true and accurate, to the best of my now edge
and belief.
Signed under the pains and penalties of perjury.
Mfl-Pr'' IN P
Print Name .
��. / `�
Signature of . ner /Agent Date
Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information
Existing Proposed Required by Zoning
This column to be tilled in by
11 M n Building Department
Lot Size 1 O 1 7 r s la � t? to, too
ppQQ r - i
Frontage 00' oO' St $t
Setbacks Front P,51 St
1 r r
Side L: R: L ?S t 9 N R: 17 �7 IC
Rear 5'01 ,Y51
Building Height a 9 t 35
Bldg. Square Footage % . yg o 2-7-96 p1�
bag' 0
Open Space Footage
y o b (Lot area minus bldg & paved ?et 981 19 9b
parking)
# of Parking Spaces
Fill:
(volume & Location)
A. Has a Special Permit /Variance /Finding ever been issued for /on the site?
NO 0 DON'T KNOW la YES 0
IF YES, date issued:
IF YES: Was the permit recorded at the Registry of Deeds?
NO Q DON'T KNOW Q YES Q
IF YES: enter Book Page and /or Document #
B. Does the site contain a brook, body of water or wetlands? NO 13 DON'T KNOW Q YES 0
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained 0 Obtained O Date Issued:
C. Do any signs exist on the property? YES 0 NO
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO
IF YES, describe size, type and location:
E. Will the construction activity disturb (clearing, grading, ex vation, or filling) over 1 acre or is it part of a common plan
that will disturb over 1 acre? YES 0 NO
IF YES, then a Northampton Storm Water Management Permit from the DPW is required.
( Nq))f Pfwr A— j vti-,^'p� e-r►��,3 N�►� u�Y .
'1 i( k f PIVA 5- i r•
_..,..- -�'_ Department use only
0 #,- • City of Northampton Status of Permit:
G Building Department Curb Cut/Driveway Permit
� ' 212 Main Street Sewer /Septic Availability
c+CJ t Room 100 Water /Well Availability
orthampton, MA 01060 Two Sets of Structural Plans
7-r< •E �'I e 4 3 -587 -1240 Fax 413 -587 -1272 Plot/Site Plans
• .of ' MmoN, w c ' .
. Other Specify
APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
SECTION 1 - SITE INFORMATION
1.1 Property Address: This section to be complete by office
ri9 , Al w Map 3
C� Lot g Unit
I We_ e.e AAA" Zone Overlay District
/
Elm St. District CB District
SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT
2.1 Owner of Record:
Wf..i C 8-v,' ac M ter ig sr. No P- P - roN , /-
Name (Print) Current Mailing Address: f^ry! + eV?
Telephone '� �!/
Signature
2.2 Authorized Agent:
(Nk'_rt- g'✓,`uDl / M LOIP Vg Are Sr 1 /vble-rrr
Name (Print) Current Mailing Address:
Signature Telephone
SECTION 3 - ESTIMATED CONSTRUCTION COSTS
Item Estimated Cost (Dollars) to be Official Use Only
completed by permit applicant
1. Building / 9 1 g611. (a) Building Permit Fee
2. Electrical c 5. �. (b) Estimated Total Cost of
��/ ' Construction from (6)
3. Plumbing * / 13 31•6.-. Building Permit Fee
I
4. Mechanical (HVAC) ¢, n / go.
5. Fire Protection 5 / (p (�
6. Total = (1+2+3+4+5) I t X �T3 i . � ' Check Number 3 1 I /3 ) /? I
This Section For Official Use Only
Date
Building Permit Number: Issued:
Signature:
Building Commissioner /Inspector of Buildings Date
File # BP- 2012 -0401
APPLICANT /CONTACT PERSON WRIGHT BUILDERS I
ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) e l- ILR 0U
PROPERTY LOCATION 77 EMERSON WAY - LOT #7
MAP 36 PARCEL 356 001 ZONE SR(100)/ ll.0 ,
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid
Building Permit Filled out d D/ 3 e 1I J 3 9 3
Fee Paid J j . ' / / 7
Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE/DECK/PORCH
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
Building Plans Included:
Owner/ Statement or License 047146
3 sets of Plans / Plot Plan
THE F LLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
INF RMATION PRESENTED:
Approved Additional permits required (see below)
PLANNING BOARD PERMIT REQUIRED UNDER:§
Intermediate Project: Site Plan AND /OR Special Permit With Site Plan
Major Project: Site Plan AND /OR Special Permit With Site Plan
ZONING BOARD PERMIT REQUIRED UNDER: §
Finding Special Permit Variance*
Received & Recorded at Registry of Deeds Proof Enclosed
Other Permits Required:
Curb Cut from DPW Water Availability Sewer Availability
Septic Approval Board of Health Well Water Potability Board of Health
Permit from Conservation Commission Permit from CB Architecture Committee
Permit from Elm Street Commission _ Permit DPW Storm Water Management
Demob D -lay
:00.4
flue //
.gnature of Building Official Date
Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning
requirements and obtain all required permits from Board of Health, Conservation Commission, Department
of public works and other applicable permit granting authorities.
* Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of
Planning & Development for more information.
4'
77 EMERSON WAY - LOT #7 BP- 2012 -0401
GIS #: COMMONWEALTH OF MASSACHUSETTS
Map:Block: 36 - 356 CITY OF NORTHAMPTON
Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS
Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A)
Category: New Single Family House BUILDING PERMIT
Permit # BP- 2012 -0401
Project # JS- 2012- 000643
Est. Cost: $232214.00
Fee: $1343.00 PERMISSION IS HEREBY GRANTED TO:
Const. Class: Contractor: License:
Use Group: WRIGHT BUILDERS 047146
Lot Size(sq. ft.): 12588.84 Owner: WRIGHT BUILDERS
Zoning: SR(100)/ Applicant: WRIGHT BUILDERS
AT: 77 EMERSON WAY - LOT #7
Applicant Address: Phone: Insurance:
48 Bates St (413) 586 -8287 (116) Workers Compensation
NORTHAMPTONMA01060 ISSUED ON:11/3/2011 0:00:00
TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT
GARAGE /DECK/PORCH
POST THIS CARD SO IT IS VISIBLE FROM THE STREET
Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector
Underground: Service: Meter:
Footings:
Rough: Rough: House # Foundation:
Driveway Final:
Final: Final:
Rough Frame:
Gas: Fire Department Fireplace /Chimney:
Rough: Oil: Insulation:
Final: Smoke: Final:
THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF
ANY OF ITS RULES AND REGULATIONS.
Certificate of Occupancy Signature:
FeeType: Date Paid: Amount:
Building 11/3/2011 0:00:00 $1343.00
212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272
Louis Hasbrouck — Building Commissioner