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® A Universal Forest Products Company hinges by containing the latest specifications and designs. Universal Forest Products will not be responsible for eon-it
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155 Bay Ruad,PO Box 445/Be4heAow-s,hL4.01007/P6o�e:413.323-Tr_4^/Faz:4.13-323-5780 ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT
15083359BR E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN
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Village Hill Phase IV
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f the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams,
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10/19/2015 nera l Contractor/Superkrtendent to verify that the provided truss layout shall match the final intended construction plans,
oading conditions,and use.If they do not,it is the responsibliitty of the General Contractor/Superintendent to provide
rinWplans containing the latest specifications and designs. Universal Forest Products will not be responsible for pdnvplan
4)a A Universal Forest Products Company For Approval angel by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site
155 Buy Read,Po Ras 946/Rek b.0—nu.01007/Paose:4.1.3-323.7217/Bar:413-T-13-5786 uring construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR'MANUFACTURED TRUSSES IN ANY WAY
150833598E ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO
E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR'CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN
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Village Hill Phase IV ncorporated into the building design at the spec ficat on ofthe building designer. See individual design sheets for each
cuss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing
A the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams,
UFP Belchertown, LLCFloor 1 alts,and columns is the responsibility the buss the building designer. For general guidance regarding bracing,consult'Bracing t of
ood busses"available from the Truss Plate institute,583 D'Onitdo Drive:Madison,WI 53179.It is the responsibllliry of the
neral Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans,
10/19/2015 ding conditions,and use.If they do not,it is the responsiblifity,of the General Contractor/Superintendent to provide
AE ntslplans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan
® A Universal Forest Products Company For Approval anges by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site
ring constructon.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY
155 Bap Road,FD Bon 945/Bekhell—,NU.0 10117,Phone 41.t.323-724,'/Fax:413-323-5784 THOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NO
150833596E HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS-DONE WITHOUT PRIOR WRITTEN
UTHORIZATION FROM UFP
Float System Pabuoedisne Joint Sal"
(By Odom commetion TO 13/4"Cmcnle Faoe
Wall hinst Comply Wide Builder .<. •... : .. •.
1" Guideline Booklet%xvi$catio s) L
4 1314"Ca�E6e Face 3�eit
104 10 IIP3 r.
2 Sill Platte Bolt 21R"
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Steel R,einf nwd �— e,�c
Band Beam 2 U2•RPS ,
Sill Plate 1"EPS Bond Beam F 104 •
(By dam) Insulation •
#3 Bond Beam Rebar �'� •=.:. °
1"BPS stod>asah�
1 4 Concxee Face Shell
Voided � �
• 1"]BPS Stud bmAn ion
VaNcal#4 Rebw
BPS c2leee For Wking
Come Stud Anal Outside Corner ° Inside Corner
(Wrapped In 1"EPS Insulation) Scale: 3/4'=1'-0' c3alvaaaea Scale: 3/4'=1'-0'
Vertical#4 Reber Steel surd Facing
(Inside Ea&Stud)
G -anized
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Hole For Wiring
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Concrete Fkw
Steel Reinforced E. �
(By See Verbal F4 Reber i,1 3
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Filter Membrane Guidelim Booklet For EPS Chace For Widog d -�
Galvanized
Others Further.Details) `�
(By ) 3bed 3tod smd Facing
Panel Divide
Scale: 3/4"=1'-0' DRAWING DATA:
Awnhary Dram Sold by: Bruce B.
To Sump Or Daylight Drawn by: rxW
Clean Crushed Stone Footing Xi Wall Date Created: 10f1412015
(Depth Varies Per Application) Scale: 1/2"=1'-0" Last RevlsIon: 10/1612015
Revision#: 1.00
File Name: babbott seal.drw
PROJECT NO.
OP-10873 Page 5 of 5
i
i
kA OF&fgSSy
C
Rear Left View "�` JAMES yGfi
{ E.
N0. 33129
DRAWING DATA:
Sold by: Bnme B.
Drawn by: new
Date Created: 10/1412015
Last Revision: 10/1612015
Revision P 1.00
File Name: babbo8 seal.chw
Front Right View PROJECT NO.
OP-10873 Page 4 of 5
31'
10' 7'6' -- 13'6"
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6'21/4" Frn-] 0
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31'
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PROJECT:
Babbott
Wirt Builders
Ford Crossing
Northampfion
[Project No.OP-108731
BUILDER:
WrigItt Builders
48 Bates Sbvd
NoMwgftn, MA 01060
Contact: Roger Buaell
Drawing Summary B1 ocK - All -Layers Phone•413435-9005
--------------------- Fax
6/6 X I Walls/Panels Mobft 413-535.9005
2 Bean PocKets
1 Specialties
2 Column Pads
MUNICIPALITY:
6/6 XI Walls/Panels Type : 9 ' Linear Feet : 130 ' -6 ' rftusmMA
Phone:
Drawing Notes Fax
(3) 2x2 Column Pads Supplied Only
- Object Details in inches -
ID # Obj Desc Width Height Header Door ( B . O . W) S m
A 1 Win 4040 B/K Egress 48_ 112 48_ 1 /2 15 wall
B 2 BP 8 19_ 112 0 Now ff ws
D 3 Win DUO Hopper 32 20 8
E 2 Pad 24 24 4_1 /2
Weaver Norte
68 VkM Ave
Poughkeepsie, NY 12601
Phone:800-352-8196
Fax
DRAWING DATA:
. Sold by. Bruce B.
tH of MAS Drawn by; new
JAMES Date Created: 10/1422015
�
Last Revision: 10/16/2015
Revision#: 1.00
No. 19 Fife Name: babbott seal.drw
�'fi` RF`GISTrRG� cG��
PROJECT NO.
OP-10873 Page 2 of 5
. CODES&STANDARDS SHEET INDEX
PROJECT:
Building Code: MA Building Code 780 CMR 8th Addition MRC,20121RC, IBC S IECC 1 of 5-General Notes Babbott
3rd Party Inspection Agency: PFS Corporation, Cottage Grove WI 2 of 5-Drawing Summary Block All Layers Wright Bum
Quality Assurance Manual: Superior Walls of America OA Manual 3 of 5-Plan View-All Lays Ford Crossing
Site Preparation Guide: Superior Walls Builder Guideline Booklet.(MAN 42-9000) 4 of 5-Multi-Isometric Northampton
Fire Test Standards: ASTM E84, ANSI/UL 1715, UBC 26-3 5 of 5-Sections
[ "Jed No.OP-1087
WALL MATERIALS
Concrete Con sere Strength: 5,000 PSI BUILDER:
Water/Cement Ratio: < 0.40 Wright Bins
Reinforcing teel: No.4 and larger- 60,000 PSI _ DAMPPROOFING N Bates ton, t
ce
No.3 and smaller-40,000 PSI k A�j"OF'�'`S Northampton`MA 01060
Secondary Reinforcement PdWropyle ne Fiber ��va� JAMES y` ,, Superior Walls are recognized by
Embedded Wood Blocking: Preservatively Pressure Treated g �e y the ICC-ES as an alternate method Contact Roger Btraeil
EPS Foam Insulation: Flame Spread:20 ,312 of providing foundation wall Phone:413.53549005
P�4.
Smoke Development 240 dampproofing. No additional dampprooflng
Fax
XPS Foam Insulation: Flame Spread: 5 � <<�,S is required.
Smoke Development 165 ff` (See ICC-ES ESR 1553&ESR 1662) Mobile:413ii3r5 90ti
SITE CONDITIONS
Frost Depth: Local Code inches PLEASE NOTE
Assumed Soil Bearing Capacity: 2000 PSF MUNICIPALITY:
Assumed Wail Loading: 2700 Pounds/LF(uniform) To comply with build code Northampton, MA
Crushed Stone Footing Depth: 8 minimum Inches requirements,the iramirug/deddn9 Contact , MA
connections at the trop of the Superior phone:
Crushed Shone Size: 1/2 inch or smaller
Baddill Material: BackfiB crushed with dean stone or any of the following Wall and floor slab at the bottom of Fax:
soil types:GW, GP, GM, GC,SW,SP, SM, SC,CL, ML,or up to 60 pcf. the Superior Wall MUST be
Beam Pocket(s): 13000 Pound Maximum completed P to
Column Pad(s): 13000 Pound Maximum CUSTOMER RELEASE
As the authorized representative of the customer/builder
I have reviewed this document and the drawings • m
GENERAL NOTES contained In k. I understand that it was created from
1. Jobsite shall be the builder in accordance with the Superior Walls of America Builder information and dimensions provided by the customer/ sqwwwals
Prepared by Pe builder and that Superior Wails will rely on that
Guideline Booklet(MAN 423000). Information in the manufacture of this project.
2. Auxiliary drain pipe must be four(4)Inch diameter perforated and directed to a sump pit or daylight.
3. Builder shall establish the required elevation benchmark. I acknowledge that I have compared this document to the Weaver Northeast
4. Builder shall ensure site actress for Mx*s and crane. sales order/contract and that this document supersedes 68 Violet Ave
5. Basic Wind Speed : 100 MPH the sales order/oartrad with respect to the objects and Poughkeepsie, NY 12601
Seismic Design Category: B dimensions contained Mein. I approve the project Phone:800,352-8196
depicted In this document for production,and accept full Fax:
INSTALLATION NOTES responsibility for any and all measurements,dimensions
and information provided by the customer/builder. I hereby DRAWING DATA:
1. Installation shall be supervised by a Superior Walls certified installer. release and discharge Superior Walls from any and all Sold by Bruce B.
Certification is obtained through Superior Walls of America. Ltd. past, present or future claims and menages arising from Drawn b' nc w
2. Installation shall comply with Superior Walls of America's Installation Manual(MAN 42-9008). or relating to the attached drawing and deviations in the Date Created: 10H412015
drawing from information customer/builder provided. Last Revision: 10/16/2015
Revision M 1.00
Signature of CustomerBulder Date - File Nacre. babbott seal.drw
PROJECT NO.
OP-10873 Page 1 of 5
0
RIGHT
BUILDERS
MEMO
Re: Permit Application for 22 Ford Crossing
Wednesday, October 21, 2015
To whom it may concern,
Please note the following items will be coming shortly under separate cover hopefully by the end of this
week.
- Water Availability
- Sewer Availability
- Stamped Superior Foundation Plans
Thank you,
PIC a `17�G�r
Ann Monica Surmaceviz
Assistant Project Manager
Supply
Htg Clg Design Veloc Shape Duct Duct Pres
Name Load Load AVF Size Matl Loss
(Btuh) (Btuh) (Cfm) (fpm) (in) (in H2O)
st6 7537 6133 c 281 631 Rect 8 x 8 ShtMetl 0.001
st7 5337 4264 c 195 585 Rect 6 x 8 ShtMetl 0.008
st8 4444 3695 c 169 507 Rect 6 x 8 ShtMetl 0.008
st9 1961 1321 h 65 194 Rect 6 x 8 ShtMetl 0.000
st5 9558 7216 c 330 594 Rect 10 x 8 ShtMetl 0.001
st16 3679 3579 c 164 491 Rect 6 x 8 ShtMetl 0.001
st15 6485 4295 h 214 482 Rect 8 x 8 ShtMetl 0.005
st18 1640 2252 c 103 309 Rect 6 x 8 ShtMetl 0.001
st17 3679 3579 c 164 491 Rect 6 x 8 ShtMetl 0.001
st14 9825 6975 h 325 585 Rect 10 x 8 ShtMetl 0.005
st13 11455 7793 h 379 682 Rect 10 x 8 ShtMetl 0.002
st12 12345 8302 h 408 612 Rect 12 x 8 ShtMetl 0.001
st2 14194 10483 c 480 719 Rect 12 x 8 ShtMetl 0.005
st4 11437 8040 h 378 681 Rect 10 x 8 ShtMetl 0.019
st3 11437 8040 h 378 681 Rect 10 x 8 ShtMetl 0.004
st1 11437 8040 h 378 681 Rect 10 x 8 ShtMetl 0.002
Return Branch Summary
Htg Clg Design Veloc Shape Duct Duct Cumm.
Name Load Load AVF Size Matl Loss
(Btuh) (Btuh) (Cfm) (fpm) (in) (in H2O)
rb6 4504 3457 c 158 592 Round 7 ShtMetl 0.116
rb2 3093 2438 c 112 417 Round 7 ShtMetl 0.075
rb3 3840 2145 h 127 475 Round 7 ShtMetl 0.088
rb7 3695 1226 h 122 457 Round 7 ShtMetl 0.049
rb1 5369 2573 h 178 509 Round 8 ShtMetl 0.074
rb4 1849 2182 c 100 508 Round 6 ShtMetl 0.075
rb5 3280 4503 c 206 590 Round 8 ShtMetl 0.074
Return Trunk Summary
Htg Clg Design Veloc Shape Duct Duct Pres
Name Load Load AVF Size Matl Loss
(Btuh) (Btuh) (Cfm) (fpm) (in) in H2O)
rt1 25631 18524 c 847 693 Rect 22 x 8 ShtMetl 0.003
rt2 14194 10483 c 480 617 Rect 14 x 8 ShtMetl 0.004
rt10 3840 2145 h 127 381 Rect 6 x 8 ShtMetl 0.001
rt9 8344 5602 h 276 621 Rect 8 x 8 ShtMetl 0.006
rt8 11437 8040 h 378 681 Rect 10 x 8 ShtMetl 0.022
rt7 11437 8040 h 378 681 Rect 10 x 8 ShtMetl 0.004
rt3 10498 9258 c 424 635 Rect 12 x 8 ShtMetl 0.007
rt4 5129 6685 c 306 551 Rect 10 x 8 ShtMetl 0.001
rt5 3280 4503 c 206 464 Rect 8 x 8 ShtMetl 0.001
2015-Oct-16 11:29:31
wrightsoft' Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 2
...ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
.�_ Duct System Summary Job:
s' Date: 10/16/2015
Entire House By: Tom LeMay
Plan: Babbott-Bryan
UL A Plus HVAC, Inc.
26 Airport Drive,Westfield,MA 01085 Phone:4135620054 Fax:4135620064 Email:Thomas @aplushvacinc.com Web:www.apiushvacinc.com License:103
Calculation method: EqualFric Supply FR(in/100ft): 0.100 Return FR(in/100ft): 0.100
Heating Cooling
Equipment pressure losses( in H2O ): 0.500 0.500
Duct system losses( in H2O ): 0.199 0.212
Total fan pressure( in H2O ): 0.699 0.712
Fan air flow(cfm ): 847 847
Supply
Htg Clg Design Veloc Shape Duct Duct Cumm.
Name Load Load AVF Size Matl Loss
(Btuh) (Btuh) (cfm) (fpm) (in) (in H2O)
Basement 2806 717 h 93 473 Round 6 ShtMetl 0.038
Bath 2 1880 824 h 62 317 Round 6 ShtMetl 0.060
Bed 1-A 892 569 h 30 150 Round 6 ShtMetl 0.072
Bed 2 1961 1321 h 65 330 Round 6 ShtMetl 0.085
Den 2039 1327 h 67 343 Round 6 ShtMetl 0.044
Foyer 1630 818 h 54 275 Round 6 ShtMetl 0.029
Kitchen 1849 2182 c 100 508 Round 6 ShtMetl 0.038
Laundry 890 509 h 29 150 Round 6 ShtMetl 0.021
Living Area 1640 2252 c 103 525 Round 6 ShtMetl 0.062
Living Area-A 1640 2252 c 103 525 Round 6 ShtMetl 0.043
• Bath 2021 1083 h 67 340 Round 6 ShtMetl 0.071
• Bedroom 2484 2374 c 109 553 Round 6 ShtMetl 0.103
Mudroom 1700 428 h 56 286 Round 6 ShtMetl 0.037
Study/Loft 2200 1869 c 86 436 Round 6 ShtMetl 0.076
W hQ 2015-Oct-1611:29:31
Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 1
ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
I L Return Trunk Details
Duct Name HtgLoad HtgAVF Dsn AVF Veloc Wdth Length F.Loss Tot.Loss
(Btuh) (cfm) (cfm) (fpm) (in) (ft) (in H2O) (in H2O)
Parent Trunk Name ClgLoad CIgAVF Shape Matl Hght Sloss Aj+Vav Cum.Loss
(Btuh) (cfm) (in) (in H2O) (in H2O) (in H2O)
1 rt1 1 185241 18421 c Red ShtM tl 281 0.0 31 0.02001 0.0241
rt2 14194 645 c 480 617 14 6.0 0.008 0.012
rt1 10483 477 Rect ShtMet 8 0.004 0
rti 1 rt90 I 211451 1981 h Re t1 ShtM t� 8 1 0.0011 0.00021 0.0031
rt9 8344 1 rt8 1 56021 2551 h Re c 1 ShtM tl 81 0.0061 0.00081 0.0141
rt8 11437 520 h 378 681 10 24.0 0.012 01
rt7 8040 365 Rect ShtMet 8 0.022 0
rt1 I 180401 3651 " Re c I ShtM 681 j t, 181 0.0041 0.00011 0.0051
1 rt2 1 192581 421 1 c Rect 4241 ShtM tl 18 1 0 0071 0.00061 0.0131
rt4 5129 233 c 306 551 10 2.0 0.006 0.007
rt3 6685 304 Rect ShtMet 8 0.001 0
rt4 I 45031 2051 c Re c I ShtM t1 8 1 0.001 0.00031 0.003
is 2015-Oct-16 11:29:31
wrlghtSo' ' Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 5
...ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Return Branch Details
Duct Name HtgLoad HtgAVF Dsn AVF Veloc Wdth Length F.Loss Tot.Loss
(Btuh) (cfm) (cfm) (fpm) (in) (ft) (in H2O) (in H2O)
Parent Trunk Name ClgLoad CIgAVF Shape Matl Hght S.Loss Aj+Vav Cum.Loss
(Btuh) (cfm) (in) (in H2O) (in H2O) (in H2O)
1 rt9 1 34571 157) c Re 8l ShtM tl 71 0.0081 0.03021 0.0401
rb2 3093 1411c 112 417 7 1.0 0.012 0.012
rt8 2438 111 Rect ShtMet 0.001 0 0.075
rt10 I 218451 198 I h Re tl ShtM t1 71 0.0011 0.000 1 0.088
1 rt2 1 12261 1561 h Re tl ShtM tl 7 I 0.01 0.01021 0.0131
rb1 5369 2441h 1781 509 8 3.0 0.023 0.025
rt3 2573 117 Rect ShtMet 0.002 0 0.074
rt4 I 218821 991 c RecOtl ShtMet 61 0.001 I 0.01081 0.0191
rt5 1 45031 2051 c 206 5901 8 0.013 0.014
Rectl ShtMet l I 0.0011 0 0.0741
2015-Oct-16 11:29:31
w fthtsoft° Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 4
ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Supply Details
Duct Name HtgLoad HtgAVF Dsn AVF Veloc Wdth Length F.Loss Tot.Loss
(Btuh) (cfm) (cfm) (fpm) (in) (ft) (in H2O) (in H2O)
Parent Trunk Name ClgLoad CIgAVF Shape Matl Hght Sloss Aj+Vav Cum.Loss
(Btuh) (cfm) (in) (in H2O) (in H2O) (in H2O)
1 sty 1 61331 2791 c Rect1 ShtM t1 81 0.0011 0.00001 0.0011
st7 5337 243 c 195 585 6 8.0 -0.001 0.007
st6 4264 194 Rect ShtMet 8 0.008 0
1
W 4444 202 st7 1 36951 1681 c Rect! ShtM t1 8( 0.0081 0.00011 0.0071
SO 1 st8 1 1321 1 601 h Rect ShtM tl 8 I 0.0001 0.0002) 0.0021
st5 9558 434 c 330 594 10 2.0 0.010 0.012
st4 7216 328 Rect ShtMet 8 0.001 0
1 st15 1 35791 1631 c Re t1 ShtM t1 8 1 0.0011 0.00001 0.0001
1 st15 ( 42951 1951 h Rect ShtM tl 8 I 0.051 0.00021 0.0071
st14
st18 1640 75 c 103 309 6 5.0 0.000 0.001
st17 2252 102 Rect ShtMet 8 0.001 0
1 st16 ( 35791 1631 c Rect1 ShtMet l 8 1 0.00111 01 0.0011
1 st14 6975 317 3171 h Rect ShtMet 18 1 0.0051 "0.00011 0.0041
st13
st13 11455 521 h 379 682 10 2.0 0.001 0.003
st12 7793 354 Rect ShtMet 8 0.002 0
1 stl st22 1 183021 3771 " Re c 1 ShtM tl 18 1 0.0011 -0.00011 0.0001
(st2 1 104831 4771 c Rect t1 ShtMetl 18 1 0.0051 0.01051 0.0201
st3 1 180401 3651 " Re c 1 ShtM et 181 O.0191 0.00061 0.0251
st3 11437 520 h 378 681 10 4.0 0.006 0.010
st1 8040 365 Rect ShtMet 8 0.004 0
1 st1 1 180401 3651 h Re c 1 ShtM et 181 0.0021 0.0100 0.0151
wl� � ,.p 2015-Oct-16 11:29:31
a�O 4' Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 3
ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Branch Supply
Duct Name HtgLoad HtgAVF Dsn AVF Veloc Wdth Length F.Loss Tot.Loss
(Btuh) (cfm) (cfm) (fpm) (in) (ft) (in H2O) (in H2O)
Parent Trunk Name ClgLoad CIgAVF Shape Mat[ Hght S.Loss Aj+Vav Cum.Loss
(Btuh) (cfm) (in) (in H2O) (in H2O) (in H2O)
I I
Basement 2806 128 h 93 473 6 3.0 0.002 0.005
st15 717 33 Rect ShtMet 0.002 0 0.038
Bath 2 1880 85 h 62 317 6 15.0 0.004 0.010
st4 824 37 Rect ShtMet 0.006 0 0.060
Bed 1-A I 5691 261 h Rect ShtMeti 6 I 0 001 0.0001 I 0.0031
SO
Bed 2 ( 1321 I 601 h Rect ShtMet 6 I 0 0041 0.0001 I 0.0061
Den 2039 93 h 67 343 6 17.0 0.003 0.010
st17 1327 60 Rect ShtMet 0.007 0 0.044
Foyer I 18181 371 h Rect ShtMet l 6 I 0 0041 0.00031 0.0291
st13
W 12 hen I 218821 991 c Recotl ShtMeti 61 0 0101 0.0009) 0.0381
Laundry 890 40 h 29 150 6 8.0 0.001 0.002
st12 509 23 Rect ShtMet 0.001 0 0.021
Living Area 1640 75 c 103 5251 6 12.0 0.025 0.036
st14 I 22521 1021 Rect l ShtMet i I 0.0111 0 0.0621
Living Area-A 1640 75 c 103 5251 6 4.0 0.004 0.007
st18 I 22521 1021 Rect l ShtMet i I 0.0041 0 0.0431
M Bath 2021 92 h 67 340 6 13.0 0.004 0.010
sty 1083 49 Rect ShtMet 0.005 0 0.071
M Bedroom 2484 113 c 109 553 6 18.0 0.008 0.026
st8 ( 23741 1081 Rectl ShtMet ( 0.018) 0 0.1031
st14 m I 14281 191 h Rect ShtMet 61 0.0051 0.00061 0.0371
st14
st6 dy/Loft I 22001 185 I c Re c I ShtMet 61 0.061 0.00071 0.076
WriOtSO 2015-Oct-16 11:29:31 ag
Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 2
ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Duct System Details Job:
y Date: 10/16/2015
Entire House By: Tom LeMay
A Plus HVAC, Inc. Plan: Babbott-Bryan
„
26 Airport Drive,Westfield,MA 01085 Phone:4135620054 Fax:4135620064 Email:Thomas @aplushvacinc.com Web:www.apiushvacinc.com License:103
Calculation method: EqualFric Supply FR( in/100ft): 0.100 Return FR( in/100ft): 0.100
Heating Cooling
Equipment pressure losses ( in H2O): 0.500 0.500
Duct system losses( in H2O ): 0.199 0.212
Total fan pressure(in H2O ): 0.699 0.712
Fan air flow(cfm ): 847 847
2015-Oct-16 11:29:31
wr%fttsoft Comfort Builder by Wrightson 15.0.19 RSU02778 Page 1
...ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Level 1
6 "
611
M E R
6 "
8 x 8 8 x 8 12x8 22x8
6 " 1 /
Jx8 6x 6 8 8 x 8 _ _ _ 1 x T*8
6 „ 12x8 a e en 1 7 "� x8 1 x8
8 " �� 1
8 " 2 cfm � 10x8
93 cfm 1 x8
10x8
Sup Rise
6 .. 10x8
6 " 6 " L dry
Ret Riser
29cfm 10x8
rlStairs
Job M A Plus HVAC, Inc. Scale: 1 :63
Performed by Tom LeMay for: Page 3
Village Hill-Ph 4(4 Square Craftsman) 26 Airport Drive Comfort Builder by Wrightsoft
Ford Crossing Westfield,MA 01085 15.0.19 RSU02778
Northampton,MA 01060 Phone:4135620054 Fax:4135620064 2015-Oct-16 11:30:52
Phone:413.586.8287 x106 www.aplushvacinc.com Thomas @aplushvacinc.com ...er Ridge-Craftsman Phase 4.rup
jheilman @wright-builders.com
Level 2
103 cfm
100 cfm
103 cfm
Living Ares Kitchen
206 cfm 100 cfm
�17 cfm
Sup Riser
010x8
B ath 1
Foyer
Ret Riser
Den 10x8
Mudroorr
54 cfm
7� 6 cfm
Job M A Plus HVAC, Inc. Scale: 1 :63
Performed by Tom LeMay for: Page 2
Village Hill-Ph 4(4 Square Craftsman) 26 Airport Drive Comfort Builder by Wrightsoft
Ford Crossing Westfield,MA 01085 15.0.19 RSU02778
Northampton,MA 01060 Phone:4135620054 Fax:4135620064 2015-Oct-16 11:30:52
Phone:413.586.8287 x106 www.apiushvacinc.com Thomas @aplushvacinc.com ...er Ridge-Craftsman Phase 4.rup
jheilman@wdght-builders.com
Level 3
109 cfm
67 cfm
M edroom WIC M Bath Bath 2
62 cfm
6 „ 58 cfm
6 "
127 cfm �7 " Ret Riser
112 cfm 10x8
6x8 — /8x8 10x8
10x8
a �6x
8 x8 6 8 6 "
8 x 8
B d 2 Sup Riser
Be 1 6 " 10x8
6 „ 6 „
8 cfm
465 cfm 30 cfm
Job M A Plus HVAC, Inc. Scale: 1 :63
Performed by Tom LeMay for: Page 1
Village Hill-Ph 4(4 Square Craftsman) 26 Airport Drive Comfort Builder by Wrightsoft
Ford Crossing Westfield,MA 01085 15.0.19 RSU02778
Northampton,MA 01060 Phone:4135620054 Fax:4135620064 2015-Oct-16 11:30:52
Phone:413.586.8287 x106 www.aplushvacinc.com Thomas @aplushvacinc.com ...er Ridge-Craftsman Phase 4.rup
jheilman @wright-builders.com
Project Summa Job:
ro
f 4 � � Date: 1011612015
Entire House By: Tom LeMay
A Plus HVAC, Inc. Plan: Babbott-Bryan
26 Airport Drive,Westfield,MA 01085 Phone:4135620054 Fax:4135620064 Email:Thomas @aplushvacinc.com Web:www.apiushvacinc.com License:103
Project • •
For: Village Hill-Ph 4(4 Square Craftsman),Wright Builders
Ford Crossing, Northampton, MA 01060
Phone:413.586.8287 x106
Email:jheilman @wright-builders.com
Notes: 1)Mass Save Tier 3, Energy Star version 3 Certification.
Design Information
Weather: Hartford Bradley Intl AP, CT, US
Winter Design Conditions Summer Design Conditions
Outside db 8 °F Outside db 88 °F
Inside db 70 °F Inside db 75 °F
Design TD 62 °F Design TD 13 °F
Daily range M
Relative humidity 50 %
Moisture difference 27 gr/lb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 25631 Btuh Structure 18524 Btuh
Ducts 0 Btuh Ducts 0 Btuh
Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 25631 Btuh Use manufacturer's data n
Rate/swing multiplier 0.93
Infiltration Equipment sensible load 17301 Btuh
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Tight
Fireplaces 1 (Tight) Structure 3009 Btuh
Ducts 0 Btuh
Heating Cooling Central vent(0 cfm) 0 Btuh
Area(ft') 2903 2903 Equipment latent load 3009 Btuh
Volume(fF) 16400 16400
Air changes/hour 0.15 0.08 Equipment total load 20310 Btuh
Equiv. AVF(cfm) 41 22 Req.total capacity at 0.70 SHR 2.1 ton
Heating Equipment Summary Cooling Equipment Summary
Make Make
Trade Trade
Model Cond
AHRI ref Coil
AHRI ref
Efficiency 80 AFUE Efficiency 0 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 847 cfm Actual air flow 847 cfm
Air flow factor 0.033 cfm/Btuh Air flow factor 0.046 cfm/Btuh
Static pressure 0.80 in H2O Static pressure 0.80 in H2O
Space thermostat Load sensible heat ratio 0.86
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
"-
2015-Oct-1611:231
wrightsoft Comfort Builder b y Wri g htsoft 15.0.19 RSU02778 Page
1
..ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Entire House d 2903 25631 18524 847 847
Other equip loads 0 0
Equip. @ 0.93 RSM 17301
Latent cooling 3009
TOTALS I 2903 I 25631 I 20310 I 847 I 847
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2015-Oct-16 11:29:31
WrightSQft` Comfort Builder by Wrightsoft 15.0.19 RSU02778 Page 2
...ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Load Short Form Job:
� Date: 10116/2015
Entire House By: Tom LeMay
A Plus HVAC, Inc. Plan: Babbott-Bryan
26 Airport Drive,Westfield,MA 01085 Phone:4135620054 Fax:4135620064 Email:Thomas @aplushvacinc.com Web:www.apiushvacinc.com License:103
Project Information
For: Village Hill-Ph 4(4 Square Craftsman),Wright Builders
Ford Crossing, Northampton, MA 01060
Phone:413.586.8287 x106
Email:jheilman @wright-builders.com
Design Information
Htg Cig Infiltration
Outside db (°F) 8 88 Method Simplified
Inside db('F) 70 75 Construction quality Tight
Design TD(°F) 62 13 Fireplaces 1 (Tight)
Daily range - M
Inside humidity(%) 50 50
Moisture difference (gr/lb) 48 27
HEATING EQUIPMENT COOLING EQUIPMENT
Make Make
Trade Trade
Model Cond
AHRI ref Coil
AHRI ref
Efficiency 80 AFUE Efficiency 0 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 847 cfm Actual air flow 847 cfm
Air flow factor 0.033 cfm/Btuh Air flow factor 0.046 cfm/Btuh
Static pressure 0.80 in H2O Static pressure 0.80 in H2O
Space thermostat Load sensible heat ratio 0.86
ROOM NAME Area Htg load Cig load Htg AVF Clg AVF
(ftz) (Btuh) (Btuh) (cfm) (cfm)
Basement 713 2806 717 93 33
Mudroom 63 1700 428 56 20
Kitchen 176 1849 2182 61 100
Living Area 368 3280 4503 108 206
Bath 2 72 1880 824 62 38
M Bath 84 2021 1083 67 50
Bed 1 150 892 569 30 26
Bed 2 219 1961 1321 65 60
M Bedroom 192 2484 2374 82 109
Den 210 2039 1327 67 61
Foyer 175 1630 818 54 37
WIC 60 0 0 0 0
Study/Loft 255 2200 1869 73 86
Bath 1 40 0 0 0 0
Laundry 50 890 509 29 23
Stairs 76 0 0 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2015-Oct-16 11:29:31
!!�+ti+�, wryghtsoft' Comfort Builder by Wrightsoft 15.0.19 RSUD2778 Page 1
}�..5.k ...ht Builders Upper Ridge-Craftsman Phase 4.rup Calc=MJ8 Front Door faces: N
Clearance to Combustibles
Minimum Stove Clearance Parallel Installation
Rear 0" (Omm)
Rear Wall Clearance: 0"(ZERO mm)
Ceiling 17" (432mm)
Corner 2" (51mm)
Right Side 2" (51mm) Max.
Alcove
Left Side '10" (255mm) Depth
�4"
`Necessary for complete access to pull out required Lighting 610
Instructions Plate. m m
Left Side' 2»
230 0 Right
Minimum Vent Pipe Clearance _mm Side 25
mm
Horizontal runs: 'Allow 1o"on left side of the appliance
Off the to of the pipe- 2" 26mm for complete access to the lighting
P P P ) instructions and control valve.
Off the sides and bottom- 1" (26mm) Figure 4.Clearances with stove parallel to the walls
Vertical runs:
All sides - 1" (26mm)
See Figures 4 and 5. Alcove Installation
Maximum Depth: 24" (610mm)
Mantel and Trim Clearances Minimum Width: 35" (890mm)
Minimum Ceiling Height: 42" (1067mm)
24"or greater depth
or ceiling
Corner Installation
12"or less
17" 6"or 2»
432 mm less 51mm
10" 2"
255 mm 6" 51,m
1 153 mm 1"deep
1 trim
must be
z"off
the top of
the 51m
stove.
Figure 5. Clearance to rear corners.
O
Figure 3. Mantel/Trim Clearances
7
Jotul GF 200 DV Lillehammer
Specifications
Input Rates
Natural Gas
�4„ 18,000 BTU/hr.maximum input
610 mm 13,500 BTU/hr.minimum input
Propane
18,000 BTU/hr.maximum input
Elm 13,500 BTU/hr.minimum input
22 3/4"� Inlet Pressure: MIN MAX
560 Natural Gas: 5.0 WC (1.24 kPa) 7.0 WC (1.74 kPa)
mm Propane: 11.0 WC (2.73 kPa) 13.5 WC (3.36 kPa)
Manifold Pressure: MIN MAX
Natural Gas: 2.2 WC(.54 kPa) 3.5 WC (.87 kPa)
Propane: 6.5 WC(1.61 kPa) 10.0 WC (2.49 kPa)
_T Efficiency: 82%
18 1/2" 1 42/2„ Steady State(A.F.U.E.): 73%
470 mm Piezo Ignitor/Standing Pilot
J� The Jotul GF 200 DV Lillihammer is a Direct Vent
wall furnace designed as a sealed combustion,air
circulating gas appliance for residential applications.
This appliance is approved for installation using 6 5/
8"X 4"vent pipe from the following manufacturers:
Simpson Dura-Vent GS
—� Security Vent,Ltd.
Rear Exit Amerivent Inc.
Centerline The Jotul Lillehammer gas stove is designed to
18" burn NATURAL GAS or PROPANE only. It is shipped
460 mm from the factory equipped to burn Natural Gas.If use
_ L with Propane is desired,the stove must first be
13» converted for use with that gas.Use the LP Fuel
330 mm Conversion Kit included with this stove See page 15.
Figure 1. Dimensional Views-GF 200 DV
Lillehammer GF 200 DV Lillehammer Options
• Fuel Conversion Kit- NG.............................. 155349
• Fuel Conversion Kit- LP ............................... 155350
• High Altitude Conversion Kit- NG ........... 154371
• High Altitude Conversion Kit-LP............. 154373
• Wall Thermostat............................................ 750003
• Remote Control .............................................. 129706
• Mobile Home Floor Bracket Kit................. 154342
4
Jotul GF 200 DV IPI Lillehammer- Stoves-Products I Jotul bq://jotul.com/us/products/stoves/Jotul-gf-200-dv-ipi-lilleb mmer
LILLEHAMMER
TECHNICAL
DOCUMENTATION
TECHNICAL SPEC
BTU Range: 20,000 High-
11,000 Low
Heating Capacity: Up to 800 sq.ft
SQFT
Gas Types: NG,LP
Approx weight: 190 Ibs
EFFECT
ACCESSORIES
COLORS
BRM-Brown Majolica
BP-Black Paint
OTHER
Measurements
(HxWxD):
23.75x22.75x18.5 in
3 of 3 10/2/2015 11:03 AM
Jotul GF 20Q DV IPI Lillehammer-Stoves-Products I Jotul http://jotul.com/us/products/stoves/J*otul-gf-200-dv-ipi-lillehammer
JOTUL GF 200 DV IPI
LILLEHAMMER
SCANDINAVIAN CHARM FROM JOTUL
One of Jratul's best selling small freestanding gas stoves,
the Jotul GF 200 DV IPI Lillehammer now features new
state of the art IPI combustion technology. Fueled by the
new pan style JotulBurnerTm and accented with a
handcrafted 4 piece log set,the Jotul GF 200 DV IPI
Lillehammer is the pefect union of high efficiency and
timeless design.
Options include:Antique brick panel kit,Wall thermostat,
Remote control,
Blower Kit(120 CFM), Long legs(8°), Leg leveler kit,
Choice of 2 colors
INCLUDES FIRE SAFETY SCREEN BARRIER
ADVANTAGES
4 piece hand crafted high density log set
50%heat control turn down
Pan style JOtulBurnerT"delivers unsurpassed burner
technology and flame picture realism
Heating capacity:Up to 800 sq.ft.
Approved for open/closed door fire viewing with Safety
Screen Barrier(Included with unit)
SIT Proflame 1 intermitent pilot ignition
BTU input range:20,000 High-11,000 Low
I of 3 10/2/2015 11:03 AM
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR T10 Common 2 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 M7ek Industries,Inc.Mon Oct 19 20:38:38 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-JtgQlyojs2lvhCwFyf_LS9PaxrBNlxrMGBc jNJyRM
7-2-7 14-2-8 21-2-9 28-5-0
7-2-7 7-0-1 7-0-1 7-2-7
Scale=1:47.0
4x6 11
6.00 F12 5
5x6 2 T
5x6
6
2x4 4 2x4
cF 3 7
4x8 T T1 4x8
8
4x10 II 2 1 4x10 II
9
I`
12 11 10
3x4= 3x6= 3x4= 3x4=
3x4=
i 10913 Ala 91 27012 8-5-0
M8-B-9 8-3-6 8-8-9 1-4-4
Plate Offsets(X Y)— f 1:0-3-8,Edgel,f5:0-4-0,0-2-01 f9:0-3-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.18 10-12 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.51 Vert(TQ -0.39 10-12 >B84 180
BCDL 15.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 9 Na Na
D L 10.0
BC 0.0 Code IRC20091TP12007 (Matrix-M) Wind(LL) 0.06 10-12 >999 360 Weight:128 lb FT=4%
BC
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2'ExmW
W1:2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 2-7-0,Right 2x6 SPF No.2 2-7-0
REACTIONS. (lb/size) 1=1847/0-3-8,9--1847/0-3-8
Max Horz 1=75(LC 7)
Max Upliftt—52(LC 8),9=-52(LC 9)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-16=-48/333,1-1=-153/278,1-2-132/424,2-3=2446/470,3-4=2101/429,4-5-1979/453,56=-1979/453,6-7=-2101/429,7-8=-2446/470,8-9=153/424,9-22=-48(333
BOT CHORD 1-17=355/60,1-13=30712022,1-1 2-3 0 712 02 2,11-12=123/1513,10-11_123/1513,9-10=-307/2022,9-23=-355/60
WEBS 5-10-9111622,7-10=-5211217,5-12=-90/622,3-12=-521/217
NOTES-
1)Wind:ASCE 7-05;1 DOmph;TCDL=S.Opsf;BCDL=S.Opsf;h=30ft Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;erd vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCU. ASCE 7-05;Pf=40.0 psf(fiat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection condition. fi is the responsibility,of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 52 lb uplift at joint 9.
7)This truss is designed in accordance with the 2D09 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR T09 Common 1 1
Job Reference(optional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:38:38 2015 Page 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-JtgOlyojs2lvhCwFyf_LS9PaJr4bLwTMGBc jNJyRM
7-2-7 14-2-8 21-2-9 _ 27-2-8
7-2-7 7-0-1 7-o-1 5-11-15
Scale=1:45.0
4x6 II
6.00 F1 2 4
5x6 2
3 20 21
2x4 O 2x4
2 T3 5
4x6
T1 6
10x12 II 1
7
1 H eo
1 2 I-
10 9 8
3x4= 3x4= 3x4= 4x10 11
5x6=
1 4 4 10-0-14 18-4-2 27-2-8
1-4-4, 8-8-10 8-10-6
Plate Offsets(X,Y)— f10-0-2 oe 1. -1-2 a 4:0-4-0,0-2-0,F:0-6-14,0-0-55]
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.18 8-10 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.41 8-10 >799 180
TCDL 15.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.11 7 n/a n/a
BCLL 0.0 BCDL 10.0 Code IRC2009fTP12007 (Matrix-M) Wind(LL) 0.06 8-10 >999 360 Weight:123 lb FT 4%
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SPF No.2`Except
W1:2x4 SPF No.2 or 2x4 SPF Stud
WEDGE
Left:2x8 SP No.1
SLIDER Right 2x6 SPF No.2 2-6-0
REACTIONS. (lb/size) 7=1686/0-3-8,1=1851/0-3-8
Max Horz 1=80(LC 7)
Max Uplift7=-44(LC 9),1=-51(LC 8)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-18=0/55,1-1=-544/56,1-2—2554/480,2-3=2161/438,3-20=-2092/440,4-20=2037/462,4-21=-2056/465,5-21=-221a/441,5-6=-2518/483,6-7_359/0
BOT CHORD 1-19-0/0,1-15=191/847,1-10=-343/2099,9-10-155/1552,8-9=155/1552,7-8=346/2124
WEBS 2-10=-5451221,4-10---94t639,4-8---99/6a2,5-8=-569/223
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDLS.Opsf;h--30fl;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;G-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Fes.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 7 and 51 lb uplift at joint 1.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfFPI 1.
8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR TOB Roof Special 1 1
Job Reference o Tonal
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015%7ek Industries,Inc. Mon Oct 19 20:38 2015 Pagge 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-rh725dn551A232L3OxT6vytP2RpVcJZ C1 X5ArtyRITm
7-2-7 14-2-8 21-7-4 23-74 ,_ 28-7-4 33-50
7-2-7 7-0-1 7-4-12 2-0-0 5 0-0 4 9 12
Scale=1:57.3
4x10 II
6.00 12 4
18 19
8x8 2 20
T 5x6
3 17 5
6x6= 6x6=
4x6 2 6 5Z 15Z]
4x6 2 T4 i
3 8 o
\ g
1 6 N
_ 16 15 14 13
3x8 _ 12 11 tOt 4x
6 3x4= 3x10 MT20HS= 4x6= 5x10= 2x4 11 4x10<: 5x6 --
3x12 Mi 8SHS=
31-0-0
1-4 , 9-4-7 16-24 17-3 1219 0 9, 21-7-4 23-7-4 28-7-4 33-5-0
14-4 8-0-3 6-9-13 1-1-8 1-8-13 2-6 11 2 0 0 + 50-0 4-9-12
Plate Offsets(X Y)— [1:0-3-2,0-2-41 f1:0-1-3 0-2-151 (3:0-4-0,04-81 f4:0-5-0 Edgel,f5:0-2-0,0-2-01 f6:D-3-0,0-4-41,[7:0-4-0,0-3-01 [9:0-2-2,0-2-01,f9:0-11-15,Edgel,[12:0-3-8,0-1-81,[14:0-2-4,0-1-81,[16:0-1-8,41-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Ldefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.34 12-14 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.61 Vert(TL) -0.69 14-16 >573 180 MT20HS 148/108
TCDL 15.0 Rep Stresslncr YES WB 0.96 Horz(TL) 0.17 9 n/a n/a M18SHS 197/144
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.1212-14 >999 360 Weight:160 lb FT=4
BCDL 10.0
LUMBER- BRACING
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins,except
BOT CHORD 2x4 SPF 21 OOF 1.8E 2-0-0 oc puriins(2-3-2 max.):6-7.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing.
W6,W2:2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 3-7-10,Right 2x6 SPF No.2 2-2-8
REACTIONS. (lb/size) 1=2153/0-3-8,9=2153/(0-3-8+bearing block) (red.0-3-11)
Max Horz 1-77(LC 6)
Max Uplitt1=47(LC 8),9-711(LC 9)
Max Grav 1=2153(LC 1),9=2357(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3877/658,2-3=3719/679,3-17—3493/650,17-18=-3460/664,4-18=3312/682,4-19=4190/800,19-20=4218(783,5-20=4501/770,5-6=-6602/1107,6-21=-6149/1027,7-21=6149/1027,
7-8=-4066/663,8-22=4196/649,9-22=-4300/648
BOT CHORD 1-16=515/3326,15-16-273/2441,14-15=273/2441,13-14=738/5070,12-13=738/5070,11-12=-527/3663,1D-11=-524/3671,9-10=524/3671
WEBS 3-16=-8621283,5-14--2253/455,6-12=-3077/526,7-12=-439/2757,4-16-162J1 120,4-14---355/2407,7-11=0/229,5-12=-331/2209
NOTES-
1)2x4 SPF 21 DOF 1.8E bearing block 12"long at jL 9 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined Bearing
crushing capacity=425psi.
2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=30ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;C1=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 9.
10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502-11.1 and R80210.2 and referenced standard ANSLTPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR T07 Roof Special 2 1
Job Reference o tionat
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Iv fek Industries,Inc. Mon Oct 19 20.38:36 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-MVZgtHmTKR2BRvmsgEytMkKFK1 Tptth3puLdJOyRITn
7-2-7 142-8 19-7-4 21-7-4 26-7-4 33-5-0
7-2-7 7-0.1 5-412 2-0-0 5-D-0 6-9-12
Scale=1:57.3
6x6=
6.00 12 4 17
16
8x8% 2 T 18
6x6= 5x6=
3 15 5
4x6
2 T4
4x6 2
720
or
1 g 8 0
v.
14 13 12 11 10 4x6 I 9
4x6= 4x8
3x8— 3x4= 3x10 MT20HS= 4x6= 3x12 M18SHS= 4x4— 4x6 5x6---
31-0-0
1x3-4 9-1-7 14-2-8 17-3-12 19-4918-7r4 21-7-4 267-4 i _ 33-5-0 i
r1-4-4 8-0-3 4-10-1 3-1� 1-8-130-6 1 2-0-0 69-12
Plate Offsets(X Y)-[1:0-3-2,0-2-41,[1:0-1-3,D-2-151,[3:0-4-0,0-4-81,[5:D-2-12,0-3-41,f8:0-2-2 0-2-01 18:0-11-15 Edgel [12:0-2-0,0-1-121 [14:0-1-8,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DER in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.2412-14 >999 240 MT20 197/144
(Roof Snow-40.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.59 12-14 >677 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.17 8 n/a n/a M18SHS 197/144
BCLL 0.0 Code IRC2009lTPI2007 (Matrix) Wind(LL) 0.09 12 >999 360 Weight:157 lb FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF N0.2'6ccept' TOP CHORD Stmcfural wood sheathing directly applied or 2-2-0 oc purlins,except
T3:2x6 SPF 2100F 1.8E 2-0-0 oc pudin(3-9-0 max.):5-6.
BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Exoept' WEBS 1 Row at midpt 5-10
W2:2x4 SPF No.2
SLIDER Left 2x6 SPF Not 3-7-10,Right 2x6 SPF No.2 3-3-15
REACTIONS. (lb/size) 1=2153/0-3-8,8=2153/(0-3-8+bearing block) (req.0-3-12)
Max Horz 1—77(!_C 6)
Max Upliftl=-47(LC 8),871(LC 9)
Max Grav 1=2153(LC 1),8=2392(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3B751656,2-3=-37161676,3-15=-3491/648,15-16=3459/665,4-16=-3297/680,417=-3871(776,17-18=-4030/758,5-18-_-4275f752,5-19=-3399/612,619=-3399/612,620=-38261629,
7-20--3846/616,7-8---4093/611
BOT CHORD 1-14=-512/3323,13-14=272/2446,12-13=272/2446,11-12_720/4777,10-11—720/4777,9-10=-470/3444,8-9=-470/3444
WEBS 3-14=-854/280,510-1700/307,414=-162/1113,4-12-328/2188,512=-2045/448,610=-102/1094
NOTES-
1)2x4 SPF 2100E 1.8E bearing block 12"long at ft.8 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined Bearing
crushing capacity=425psi.
2)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDLrS.Opsf;h=30ft;Cat II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reaction shown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL ASCE 7-05;Pf=10.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)Al plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 471b uplift at joint 1 and 71 lb uplift at joint 8.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
11)"Semi-rigid pffchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job Truss Truss Type Q Ply T1L garet Babbot/Jennifer Ryan
15083MBR T03GR Roof Spacial Girder 1 Re ference o twnal
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Mi fek Industries,Inc. Mon Oct 19 20:38:35 2015 Page i
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-uJ?IgxlrZ7wLplBgGWRegXo1 Hd448PSwaEc3myRTo
7-2-7 14-2-8 21-7-4 23-7 4 25 7 4 27-11-8 30-7 4 33-5 0
7-2-7 7-0-1 7-4-12 2-0 0 2-0-0 24_4 2-7-12 2-9-12
Scale=1:58.2
4x10 II
6.00 12 4
8x8% 19 20
21 4x4
3 18 T 5 NAILED
5x12 MT18HS=
4x6 2 4 2=
4x6 2 AILED II NAI ED
6 7
3 5x12 II I
1 T 9 lm
IoHi
17 16 15 14 13 12 11 10 3x8
4x6=
3x8= 3x4= 3x10 MT20HS= 4x6= 7x14 MT20HS= 2x4 II 410= 2x4 11
NAILED NAILED NAILED
31-0-0
1 4-0 9-4-7 14-2-8 19-0-9 21-7-4 25-7-4 27-11-8 30-7-4 33-5-0
1-4-4 8-0-3 4-10-1 4-10-1 2-6-11 4-0-0 2 4 4 2-7-12 2-9-12
Plate Offsets(X,Y)— [1:0-3-2,0-2-4],[1:0-1-3,0-2-15],[3:0-4-0,0-4-8],[4:0-5-0,Edge],[5:0-1-8,0-1-121,16:0-4-4,0-2-8],18:0-9-4,0-1-12],[9:0-8-0,0-0-7],[9:0-0-6,1-4-10],[11:0-2-4,0-1-8],[14:0-3-4,Edge],[15:0-2-4
0-1-81[17:0-1-8,0-1-81
LOADING(pso SPACING 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.4612-13 >859 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.81 12-13 >492 180 MT20HS 148/108
TCDL 15.0 Rep Stress Ina NO WB 1.00 Horz(TL) 0.18 9 n/a n/a MT18HS 197/144
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.1212-13 >999 360 Weight:163 lb FT=4%
BCDL 10.0
LUMBER- BRACING"
TOP CHORD 2x6 SPF No.2-Except- TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc puriins,except
T3:2x6 SPF 2100F 1.8E,T4:2x4 SPF 2100F 1.8E 2-0-0 oc pudins(2-7-11 max.):6-8.
BOT CHORD 2x4 SPF 21 OOF 1.8E'Exoepr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
63:2x4 DF 2850F 2.3E WEBS 1 Row at midpt 6-13
WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except*
W2,W9:2x4 SPF No.2
WEDGE
Right 2x10 SP 2400F 2.0E
SLIDER Left 2x6 SPF No.2 3-7-10
REACTIONS. (lb/size) 1=209210-3-8,9=1829/0-3-8
Max Horz 1—77(LC 30)
Max Upliftl=54(LC 7),9—96(LC 33)
Max Grav1=2112(LC 19),9=2198(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2-3790/96,2-3=-3633/115,3-18=-3406/98,18-19=-3373/110,4-19=-3225/130,4-20=-4221/181,20-21=-0365/157,521—4535/150,5-6=5856/212,
6-7=-6301/282,7-22=-6301/282,8-22---6300/282,8-9-40571186
BOT CHORD 1-17-112/3249,16-17=-2/2431,15-16=2/2431,14-15=-127/5220,13-14=-127/5220,12-13=-274/8403,11-12=-278/8408,10-11=-133/3457,
9-10--13613450
WEBS 3-17—860/163,5-15-2343/204,4-17=-4211119,6-12=-75/76,4-15-9412415,8-10-0/98,6-11=-2504/43,7-11=-517/63,8-11=-12593274,
5-13---5511318,6-13--3419/158
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=30ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL-ASCE 7-05;Pf-40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=540-0
3)Unbalanced snow loads have been considered for this design.
4)Provide adequate drainage to prevent water ponding.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to
increase plate sizes to account for these factors.
6)Al plates are MT20 plates unless otherwise indicated.
7)This buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 96 lb uplift at joint 9.
9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this thus.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12)'NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MTeWs ST-TOENAIL Detail.
13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-4---110,4-6-110,6-8=-110,8-9-110,1-9=-20
Concentrated Loads(lb)
Vert:6=106(B)8=106(B)12=22(6)10=22(B)7=106(6)11=22(B)
Job Truss Truss Type F7 —F F1.b argaret Babbot/Jennifer Ryan
1508=9BR T03 Roof Special Reference o bona!
Universal Forest Products Run:7.610 5 Jan 29 2015 Print:7.610 s Jan 29 2075 MTek Industries,Inc. Mon Oct 19 20:36:34 2075 Page t
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-Q6RvSbkCogoUCbcUjpwPHJFshEmZP_VmLasW EYyR[Tp
7-2-7 14-2-8 15-7-4 20-7-4 22-7-4 27-1-9 2711015 33-5-0
7-2-7
7-0-1 14-12 5 0-0 2-0-0 4 6-5 9- 5-6-1
Scale=1:57.3
2x4=
6x6=
6.00 F1 2 6x6
5 6 8x8=
4x6% T4
2 20
2x4\\ 4
3 18 2x4
n
2 T 9 m
4x6 5, 4 21 b
4x6 2 10
1 6 17
17 16 15 14 13
4x6= .
3x8_ 3x4= 3x10 MT20HS= 3x4= 3x10 MT20HS= 12 4x8=
4x10 5x6
3x4=
31-0-0
1 _ 9-4-7 15-7 4 17-3-12 20-7-4 22-10-12 32-0-12 3-5-
1 4 4 8-0-3 6-2-13 1-8-8 3-3-8 2-3-8 9-2-0 1-4-4
Plate Offsets(X Y) f1.0-1 3 0-2-15] 11.0-3-2 0-2-4) 15.0-3-0 0-3-81 [11:0-11-11 Edoel [11:0-2-2 0-2-0) 177:0-1-12 0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.25 11-13 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -0.69 11-13 >574 180 WT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.16 11 n/a rda
BOLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.08 15 >999 360 Weight:164Ito FT=4
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2'Excepr TOP CHORD Structural wood sheathing directly applied,except
T4:2x6 SPF 2100E 1.8E 2-0-0 oc purlins(3-8-2 max.):7-8.
BOT CHORD 2x4 SPF 21 OOF 1.8E"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
B2:2x4 SPF No.2
WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Except'
W2,W3:2x4 SPF No.2
SLIDER Leff 2x6 SPF Not 3-7-10,Right 2x6 SPF No.2 2-8-0
REACTIONS. (lb/size) 1=215310-3-8,11=2153/(0-3-8+bearing block) (req.0-3-15)
Max Horz 1=78(LC 7)
Max Upliffl=47(LC 8),11=-71(LC 9)
Max Grav 1=2153(LC 1),11=2498(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2—3855/649,2-3—3691/669,3-18—3477/643,4-18=3446/646,4-5=3161/675,56=2619/555,6-7=8717,6-19=-2614/549,8-19—2608549,8-20=3132/593,9-20=3478/577,9-21=-4203/731,
10-21=-4319/722,10-11-45261708
BOT CHORD 1-17—505/3302,16-17=269/2481,1516-269/2481,14-15-308/2681,13-14=-308/2681,12-13=-581/3893,11-12=-581!3893
WEBS 3-17-608/274,517-162/1054,5-7-154/1223,7-15=-68/574,8-15=-459/197,8-13=-04!758,9-13=-1162/290
NOTES-
1)2x4 SPF 210OF 1.8E bearing block 12"long atjt.11 attached to front face with 2 rows of 10d(0.131"0")nails spaced 3"o-c.8 Total fasteners.User Defined Bearing
crushing capacity=425psi.
2)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL--5.0psf;h=30ft;Cat 11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-05;Pf=10.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;CI=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)Al plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 11.
10)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R80210.2 and referenced standard ANSUTPI 1.
11)"Semi-rigid pitchbreaks includng heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job Truss Truss Type Oty Ply Margaret Babbot/Jennifer Ryan
15083359BR T02GR GABLE 1 1
Job Reference o fora!
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 Mi I ek Industries,Inc. Mon Oct 19 20:38:34 2015"K 1
I D:SYe7DNz?7rjmVn2g4GLL44yhhyD-O6RvSbkCogoUCbcUjpwPHJFs7EkLP2XmLasWEYyTp
7-4-7 14-2-8 21-0-9 24 2-8 28-5-0
7-4-7 6-10-1 6-10-1 3-1-15 42-8
Scale=1:46.1
6x6=
6.00 12 4
4x6 5- 2 T
46
5
4x4 3 4x4 J
2 6
4
T 1 1 1 t
1 I 1 7
uy Bt B3
-, 16 15 14 30 31 32 13 33 34 35 12 36 11 37 38 39 10 9 8 C3 500=_
4x12 5x16= HJC26 JL26 8x8= JL26 JL26 5x12 MT18HS= 8x8= JL26 HJC26 4x12 >
5x10 JL26 JL26 JL26 JL26 5x16=
9-11-1 10 13 18-4-3 18- 15 24 2-8 28-5-0
9 11-1 0- -11 8-3-6 0- -12 5-8-9 4-2-8
Plate Offsets(X Y)-f1:0-0-6 Edgel f1.0-0-2 0-2-01 f4.0-3-00-2-121 f4.0-2-0 0-0-01 [7'0-0-6 Edgel f7:D-0-2 0-2-01 f11:0-4-0 0-4-81 f 13:DA-0 0-4-81
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.29 11-13 >9% 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.53 11-13 >641 180 MT18HS 197/144
TCDL 15.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.13 7 n/a n/a
BCLL 0.0 Code IRC2009 fP12007 (Matrix) Wind(LL) 0.11 11-13 >999 360 Weight:185 lb FT=4
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF 2100F 1.8E"Except- TOP CHORD Structural wood sheathing directly applied.
Tt:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x6 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 or 2x4 SPF Stud"Except"
W4:2x4 SPF No.2
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x6 SPF No.2 2-0-13,Right 2x6 SPF No.2 2-0-13
REACTIONS. (lb/size) 1=33441(0-3-8+bearing block) (req.0-5-4),7=3342/(0-3-8+bearing block) (req.0-5-4)
Max Horz 1=76(LC 12)
Max Uplift1=-327(LC 7),7=327(LC 8)
FORCE& (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6750/693,2-3—5473/594,3-0=-5292/622,4-5=5295/623,5-6—5477/595,6-7—6749/694
BOT CHORD 1-1C=-626/5815,15-1f=-611/5727,14-15-627/5859,14-30=-580/5338,30-31=-580/5338,31-32=-580/5338,13-32=-580/5338,13-33=-313/3572,33-34=313/3572,3435=313/3572,
12-35=-313/3572,12-36=313/3572,11-36=313/3572,11-37=511/5340,37-38=511/5340,38-39=511/5340,10-39=-511/5340,9-10=-558/5858,8-9=-54315726,7-8=557/5813
WEBS 4-11=30612415,6-11=1087/185,4-13=305/2408,2-13=1089/185,2-14=72r787,6-10--71/781
NOTES-
1)2x6 SPF 2100F 1.8E bearing block 12"long at)t.1 attached to front face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total fasteners.User Defined Bearing
crushing capacity=425psi.
2)2x6 SPF 2100F 1.8E bearing block 12"long at jt.7 attached to front face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total fasteners.User Defined Bearing
crushing capacity=425psi.
3)Wind:ASCE 7-05;100rph;TCDL=S.Opsf;BCDL=S.Opsf;h=30ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
4)Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSVTPI 1.
5)TOLL:ASCE 7-05;Pf=10.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=1.1
6)Unbalanced snow loads have been considered for this design.
7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate saes to account for these factors.
8)All plates are MT20 plates unless otherwise indicated.
9)All plates are 2x4 MT20 unless otherwise indicated.
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonooncurent with any other live loads.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 1 and 327 lb uplift at joint 7.
13)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R80210.2 and referenced standard ANSI/TPI 1.
14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
15)Use USP HJC26(With 16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 17-4-12 oc max.starting at 5-6-2 from the left end to 22-10-14 to connect
truss(es)J01(1 ply 2x4 SPF),CJ01(1 ply 2x4 SPF),J01(1 ply 2x4 SPF),CJ01(1 ply 2x4 SPF)to back face of bottom chord.
16)Use LISP JL26(With 10d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-6-8 from the left end to 20-10-8 to connect
truss(es)J01(1 ply 2x4 SPF)to back face of bottom chord.
17)Fill all nail holes where hanger is in contact with lumber.
18)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-4-110,47=-110,1-7=-20
Concentrated Loads(lb)
Vert:30-564(6)31=238(6)32=238(B)33--238(B)34=-238(6)35=-238(6)36=238(B)37=-238(6)38--238(B)39--564(B)
Job Truss Truss Type �c)jy Ply Margaret Babbot/.lennifer Ryan
15083359BR T02 Roof Special 2 1
Job Reference o - al
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:38:33 2015 Pa 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-ywtXFFka1 WgdaR1 H95OA16ikGgNygawd7w7yi6yUq
7-2-7 14-2-8 17-7-4 22-7-4 27-10 15 33-5 0
7-2-7 7-0-1 3 4 12 5 0-0 5 3-11 5-6-1
Scale=1:57.3
4x8 11
6.00 12 4
17
6x6= 5x6=
5
8x8 2 T4 is 19
3 16 2x4
7
4x6 i 2 T m
4x6 2 ,
8
20
Lai
9
1
m:
4x6= 15 14 13 12 11 10 48
3X= 3x4= 3x10 MT20HS= 5x6= 3x8= 4x10 5x6
3x10 MT20HS=
31-0-0
1 4 4 9-4-7 17-7-4 22-7-4 32-0-12 ,33-5-0
1 4� 8-0-3 8-2-13 5 0-0 9-5-8 1-44
Plate Offsets(X Y) [1:0-3-2,0-2-41, 1,G-4-81,[5:0-3-0,0-3-41,[9:0-2-2,0-2-01,f9:0-11-11 Edge![13:0-3-0,0-2-41,[15:0-1-8,0-1-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.26 9-11 >999 240 MT20 197/144
(Roof Snow--Q.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.72 311 >549 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.17 9 n/a Na
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.07 13 >999 360 Weight:167 Ito FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except
BOT CHORD 2x4 SPF 2100F 1.8E'Except- 2-0-0 oc pudins(3-11-6 max.):5-6.
B2:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 30-11 oc tracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Except* WEBS 1 Row at midpt 513
W2,W3,W5:2x4 SPF No
SLIDER Left 2x6 SPF No.2 3-7-10,Right 2x6 SPF No.2 2-8-0
REACTIONS (lb/size) 1=2153/0-3-8,9=2153/(0-3-8+bearing block) (req.0-3-14)
Max Horz 1=-77(LC 6)
Max Uplift1-47(LC 8),971(LC 9)
Max Grav1=2153(LC 1),9=2463(LC 19)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-3877/655,2-3--37201676,3-16-3492/646,16-17=-3459/664,4-17=-319a/678,4-5---3648/753,5-1&--2899/576,6-18=-2899/576,6-19-3252/593,7-19=-3439/580,7-8=-4036!708,
8-20---4287/693,9-2G--4362/685
BOT CHORD 1-1 5—51 213327,14-15-262/2438,13-14=-262/2438,12-13=-415/3255,11-12=-415/13255,10-11-554/3723,9-10=-554/3723
WEBS 3-15=-856/287,4-15-173/1103,4-13=-347/2054,5-13=1 773/366,511=-648/101,6-11=851790,7-11=929/231
NOTES-
1)2x4 SPF 2100F 1.8E bearing block 12"long at jt.9 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined Bearing
crushing capacity=425psi•
2)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=5.0psf;h_-101t;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL ASCE 7-05;Pf=40.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 9.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
now
Job Truss Truss Type Oty Ply Margaret Babbot Mennifer Ryan
15083359BR T01GR GABLE 1 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 M7ek Industries,Inc. Mon Oct 19 20:36:32 2015 Page 2
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-UkJ91 vjyGCXmyHS5bOlxCuAWvQ1 Yx3WTuGNPAfyRITr
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-6=-110,6-8=-110,8-9=-110,9-11=-110,1-11=-20
Concentrated Loads(lb)
Vert:19---564(F)18=-238(F)12=-3000 37=-2380 38=-238(F)39=-238(F)40=-2380 41=-2380 42=-238(F)43--238(F)44--238(F)45=-238(F)46=-238(F)
.. Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
150833598R TO GGR GABLE 1 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 M7ek Industries,Inc. Mon Oct 19 20:38:32 2015 Page 1
I D:SYe7DNz?7dmVn2g4GLL44yhhyD-UkJ91 vjyGCXmyHS5bOb(CuAWvQ1 Yx3 WTuGNPAfyRfTr
5 4 1 9 9 4 142-8 18-6-14 22-11 4 27-11-4 33-5-0
5 4 1 45 4 45 4 44 0 0 5 5 12
Scale=1:58.3
6.00 F1 2 4x8 II
4x6 6
44 5 2 33 5x6
32 7
4 34
T 7x16 MT18HS=
3x4 31 1 W1 8x8=
Ci 8
5x12 MTiBHS 3 6 T4 5x12 MT18HS�
2 2 1036
15
11 c�
1 �
1 n
0 dc g2 63 Io
37 3817 39 40 41 42 43 4413 45 46
7x14 MT20HS= 19 18 16 15 14 12 706=
3x4= HJC26 JL26 4x4=5x12 MT18HS=6x8=JL26 JL26 5x8= JL26 4x8= JL26 3x6 II
JL26 JL26 JL26 JL26 7x14 MT20HS= JL26
JL26 SKH24R
5 4-1 9 9 4 14-2-8 18-6-14 22-11-4 27-11-4 33-5-0
5 4-1 4-5-4 4-5-4 4 4-6 4-4-6 5 0 0 5-5-12
Plate Offsets(X,Y)- [1:0-3-8,0-2-14],[1:0-6-13,Edge],[4:0-1-8,0-2-0],[7:0-1-12,0-2-4],[8:08-0,0-4-4],[9:0-4-12,0-4-4],[11:0-6-0,0-3-14],[12:0-4-0,0-1-8],[13:0-6-12,0-0-0],[14:0-2-0,0-1-12],[15:0-3-8,0-2-0],
[16:0-4-0,0-2-01,]18:D-1 1204 Ol [21-0-1-8 0-1-01 [23:0-1-8 0-1-01 [25:0-18 0-1-01
LOADING(psf) SPACING 2-0-0 CSI. DFtL in (loc) Udefl (/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.53 1415 >752 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15 BC 0.92 Vert(fL) -0.9214-15 >432 180 LIT20HS 148/108
TCDL 15.0 Rep Stress Ina NO WB 0.95 Horz(TL) 0.23 11 n/a n/a MT18HS 197/144
BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.18 1415 >999 360 Weight:212 lb FT=4
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2'Ekoept' TOP CHORD Structural wood sheathing directly applied or 1-44 oc puriins,except
T4:2x6 SPF 2100F 1.8E 2-0-0 oc purtins(2-4-11 max.):8-9.
BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS 1 Row at mic" 4-16,8-15
W8,W16:2x4 SPF 2100F 1.8E,W12,W14:2x4 SPF No.2 2 Rows at 113 pis 7-16
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud or No.2 2-4-12,Right 2x4 SPF Stud or No.2 2-4-12
REACTIONS. (lb/size) 11=3870/0-3-8 (req.0-6-7),1=3916/0-38 (req.0-62)
Max Horz 1=-76(LC 5)
Max Uphill l—397(LC 8),1=-374(LC 7)
Max Grav11=4085(LC 18),1=3916(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-7768!761,2-3=7593/T76,3-31—6628/671,4-31—65331681,4-32=5478/592,5-32=-5386/597,5-6=-53741609,633=-5374/600,7-33=-54841588,
7-34>7756/833,8-34-8029/821,8-35=1110311177,9-35=11103/1177,9-10-7853/852,10-36=-7976/839,11-36=8123/836
BOT CHORD 1-19=-710/6792,19-37-710/6792,18-37—710/6792,18-38=570/5866,17-38—570/5866,17-39=-570/5866,1639=-570/5866,16-40=834!7060,
40-41=-634!7060,15-41=83417060,1 5-42-1 097/1 1 021,42-43-1097/11021,14-43-1097/1 1021,14-44-707no41,13-44=707/7041,
13-45--70717041,4546--707n041,12-46--70717041,11-12-71117086
WEBS 3-19-62/696,3-18=11097/1164,418=144/1196,416=1806/235,616---081/4299,7-16=3500/406,7-15=334/3016,8-15--4667/545,8-14--15401154,
9-14=-451/4595,9-12=821838
NOTES
1)Wind:ASCE 7-05;100mph;TCDL=S.Dpsf;BCDL=S.Opsf;h--30ft;Cat 11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSUTPI 1.
3)TCLL:ASCE 7-05;Pf=40.0 lost(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water ponding.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)All plates are MT20 plates unless otherwise indicated.
8)All plates are 2x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
11)WARNING:Required bearing size at joint(s)11,1 greater than input bearing size.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 lb uplift at joint 11 and 374 lb uplift at joint 1.
13)This truss is designed in aocordance with the 2009 International Residential Code sections R502.11.1 and R80210.2 and referenced standard ANSI/TPI 1.
14)"Semi-rigid pitchbreaks including heals"Member end fixity model was used in the analysis and design of this truss.
15)Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent at 5-62 from the left end to connect truss(es)J01(t ply 2x4 SPF),CJ01(1 ply 2x4
SPF)to front face of bottom chord
17)Use USP JL26(With 1 Od nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-6-8 from the left end to 278-8 to connect
truss(es)J01(1 ply 2x4 SPF)to front face of bottom chord.
18)Use USP SKH24R(With 16d trails into Girder&NA9D mails into Truss)or equivalent at 27-11-4 from the left end to connect truss(es)CJ01A(1 ply 2x4 SPF)to front
face of bottom chord,skewed 45.0 deg.to the right,sloping 0.0 deg.down.
19)Fill all nail holes where hanger is in contact with lumber.
20)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
Continued on page 2
Job Truss Truss Type OtY Ply �rg�t Babbot/Je^^ Ryan
15083359BR Tot Roof Special 2 i
Job Reference o tional
Universal Forest Products - - Run:7.610 5 Jan 29 2015 Pnnt 7.61 u s Jan 29 2015 MTek industries,inc. Mon Oct 19 20-3830 20f 5 Pa't
I D:SYe7DNz?7dmV n2g4GLL44yhhyD-YLBPCDh ikbH2LJiUzrT7T4B7cOaT9?BQyu 15ny�lrrt
7-2-7 14-2-8 19-7-0 24-7-4 27-10-16 33-5-0
7-2-7 7-0-1 3-4-12 2-0-0 5-0-0 3-3-11 5-6-1
Scale=1:57.3
4x10 II
6.00 12 4
15
T 6x6= 6x6=
8x8% 2 5
3 14 T4
16
4x6 2
n
46% 2 T
a
o-
13 12 11 10 9 8 5x6
46= 3x12 MT18HS
3x8— 3x4= 3x10 MT20HS= 4x6= 3x10 Mi20HS= 3x4—
31-0-0
1-4-4 9-4-7 17-3-12 19-0-91 7 22-10-12 24-7-4 33-5-0
1-4-4 B-0-3 7-11-5 1-8-130-6- 1 3-3-8 1-8-8 8-942
Plate Offsets(X Y) f t•D-3 20-2-41 (1.0-1 30-2-151 [3:G-4-0,0-4-81,f4.0-5-0 Edoe1 f5:0-3-0,0-3-41,f62-3-4 0-4-01 P'0-1-2 Edgel f7:0-0-2 Edge1 [11:0-2-4,0-1-81 [13:0-1-8,G-1-81
LOADING(psf) SPACING 2-0,0 CSI. DEFL in (10c) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.23 11-13 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.76 Vert(TL) -0.61 11-13 >650 180 MT20HS 148/108
TCDL 15.0 Rep Stress Ina YES WB 0.95 Horz(TL) 0.16 7 n/a n/a MT18HS 197/144
BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.0811-13 >999 360 Weight:157 lb FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except
T5:2x6 SPF 2100F 1.8E 2-0-0 oc purlins(3-6-1 max.):5-6.
BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud"Except'
W2:2x4 SPF No.2
WEDGE
Right:2x8 SP No.1
SLIDER Left 2x6 SPF No.2 3-7-10
REACTIONS. (lb/size) 1=2153/0-3-8,7=21531(0-3-8+bearing block) (req.0-3-13)
Max Horz 1=78(LC 7)
Max Upliftl=-47(LC 8),7-71(LC 9)
Max Grav1=2153(LC 1),7=2427(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=3881/655,2-3=-3723/675,3-14=-3496/646,14-15=3464/663,4-15=3259/678,4-5=-4299/844,5-6=-3235/617,6-16=-3538/607,7-16=3914/586
BOT CHORD 1-13-512/3330,12-13=268/2436,11-12=268/2436,10-11-545/3936,9-10=-545/3936,8-9=-431/3251,7-8---431/3257
WEBS 3-13=-858/285,5-9=-1003/152,4-13=-164/1125,4-11=-411!2432,5-11—1889/419,6-9=-35/822
NOTES-
1)2x4 SPF 210OF 1.8E bearing block 12"long at jt.7 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.User Defined Bearing
crushing capacity=425psi.
2)Wind:ASCE 7-05;1 DOmph;TCDL=5.Opsf;BCDL=5.Opsf;h=30R;Cat 11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL ASCE 7-05;Pf=10.0lost(flat root snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)Provide adequate drainage to prevent water pording.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 7.
10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
150633598R Jos Jade-Open 3 1
Job Reference o nal
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:38:29 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-49eDP th4zH9B5gkWwGKEaGYBEDBlkvK1 C191ZKyRr7u
3-10-4 1
3-10-4
Scale=1:11.2
3 k
a
4.24 F1 2 a
1.5x3 II
2
T1 �
0
m
1
W1 k
Or
i
3x4= 4
5
1.5x3 11
1-10-4
1-10-4 2-2-7
LOADING(psf) SPACING 2-0-0 CSI, DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.19 Vert(TL) 0.01 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.03 3 n/a n/a
BCDD/ 10.0
BC 0.0 Code IRC2009ITP12007 (Matrix) Wind(LL) -0.00 4-5 >999 360 Weight:10 lb FT=4%
LUMBER- BRACING
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (lb/size) 3=41/Mechanical,4=-30/Mechanical,5=48210-415
Max Horz 5=41(LC 6)
Max Uplift3-14(LC 7),4—30(LC 1),5-64(LC 6)
Max Grav3=49(LC 2),4=13(LC 6),5=491(LC 2)
FORCES (lb)-Maximum Corrpression/Maximum Tension
TOPCHORD 1-2-87173,2-3---61/9
BOT CHORD 1-5-- /89,45=010
WEBS 2-5-353/172
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.opsf;h--30ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and GC Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord We bad nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 3,30 lb uplift at joint 4 and 64 lb uplift at joint 5.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type C Ply Margaret f3abbot/Jennifer Ryan
15083359SR J04 Jack-Open 7 1
Job Reference o nal
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 M-Fek Industries,Inc. Mon Oct 19 20:38:29 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-49eOPth4zH9B5gkVVwGKEaGYD_DCekwil C191ZKyRrru
1-4 4 2-8-11
11-14 1-4-7
Scale=1:11.3
3
6.00 F12 6
1.5x3 II
2
T1 0
o
!N
N
1
W1
..............J
1
3x4= ..._4...
5 1.5x3 II
1-6-3
LOADING(psi) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 5 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a lVa
BCLL 0.0 Code IRC2009/rP12007 (Matrix) Wind(LL) -0.00 5 >999 360 Weight:7 l FT=4%
BCDL 10.0
LUMBER- BRACING
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directy applied or 2-8-11 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (Ibrsize) 3=22/Mechanical,4=29/Mechanical,5=352/0-3-8
Max Horz 5-41(LC 8)
Max Upli t3=14(LC 7),4-29(!_C 1),5=36([_C 8)
Max Grav3=25(LC 2),4=7(LC 6),5=353(LC 2)
FORCES (lb)-Maximum Congxession/Maximum Tension
TOP CHORD 1-285/67,2-6=5510,3-6204
BOT CHORD 1-5=-0/88,4-5=0/0
WEBS 2-5-245/121
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h--30ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60 2)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 3,29 lb uplift at joint 4 and 36 lb uplift at joint 5.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Plyan
15083359BR J03 Jack-Open 1
Universal Forest Products Run:7.610 s Jan 29 2015 Print'.7.610 s Jan 29 2015 MTek Industries,Inc.Mon Oct 19 20:36:28 2015 Pa9e 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-by4eCYgSD_1KUg9KMYp?22?topsp?SHuzePCluyRrry
1 4-0 3-8-11
1 4 4 2-4-7
Scale=1:13.6
3
6.00 F1 2
6
1.5x3 11
2 T1 m
.n'v
N
1
W1 s
LJ }
.___....
6 [�\'/i
61
3x4= __. 4
5 1.5x3 11
i 2-6-3
� r �
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
(Roof Snow-40.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 3 n/a n/a
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 5 >999 360 Weight:10 Ib FT=4
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (lb/size) 3=93/Mechanical,4=6/Mechanical,5=378/0-3-8
Max Horz 5=54(LC 8)
Max Uplfft3=26(LC 8),531(LC 8)
Max Grav3=102(LC 2),4--31(LC 4),5=382(LC 2)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-119f73,2-6---7410,3-6=-33133
BOT CHORD 1-5=-0/117,4-5=0/0
WEBS 2-5-300/150
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL--5.0psf;h=30ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;and vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL ASCE 7-05;Pf=40.0 psi(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This thus has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads.
6)Provide machar ical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 31 lb uplift at joint 5.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
1508335968 J02 Jack-Open 7 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:3828 2015 Pagel
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-by4eCYgSD_1KUg9KMYp?22?1-1sZ?TMuzePCIUyRITv
1-4 4 3-4-11
14-4 2-0-7
Scale=1:12.8
3 Il
!s
x
M
A 12
6
T1 rn
N
o,
1
x
x
�,{y5ykt
3x4= 4
5 15x3 11
2-2-3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL_ in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 4-5 >999 240 MT20 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.09 Vert(TL) 0.00 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a
BCLL 0.0 Code IRC2009IfP12007 (Matrix) Wind(LL) 0.00 5 >999 360 Weight:9lb FT=4
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (lb/size) 3=72MIechanical,4--4/Mechanical,5=365/0-3-8
Max Herz 5=50(LC 8)
Max Uplift3-22(LC 8),4---4(LC 1),5=32(LC 8)
Max Grav3=78(LC 2),4--21(LC 4),5=368(LC 2)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2.101&71,2-667/0,3-6=27/25
BOT CHORD 1-5.=-0/108,4-5=0/0
WEBS 2-5=-278/138
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h---qM;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint 3,4 Ib uplift at joint 4 and 32 lb uplift at joint 5.
7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPl 1.
8)"Semi-rigid pitchbreaks including heels"Member and fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR J01 Jack-Closed 22 1
Job Reference(optional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:30:28 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-by4eCYgSD_1KUg9KMYp?22??Upsl?SpuzePC1uyRlTv
11-:414� 5-5-12
4-1-8
2x4 11 Scale=1:18.8
3
6.00 F1 2
6
T7 W2
1.5x3 11
2
1 W1
81
3x4= 4
5 1.5x3
1.5x3 11
43-4
Plate Offsets KY)— [3:0-2-0,0-0-81
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 4-5 >999 240 MT20 197/144
(Roof Snow 10.0) Lumber DOL 1.15 BC 0.11 Vert(TL) -0.02 4-5 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.01 4-5 >999 360 Weight:17lb FT=4%
BCDL 10.0
LUMBER- BRACING
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc pur ins, except end verticals.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (Ib/size) 4=229/Mechanical,5=46510-3-8
Max Horz 5=76(LC 8)
Max Uplift4=-34(LC 8),5=-29(LC 8)
Max Grav4=258(LC 2),5=476(LC 2)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=165J70,2-6=-145/0,3-f=-42/69,3-4=-2131112
BOT CHORD 1-5=0/144,4-5-119/29
WEBS 2-5=-437/221
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=30ft;Cat II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;cantilever left and right exposed;arid vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 4 and 29 lb uplift at joint 5.
7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BR CJWA Diagonal Hip Girder 1 1
_ Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 20:3827 2015 Page 1
I D:SYe7DNz?7rjmVn2g4GLL44yhhyD-7m WG_CfpSgvTsWa8orlmVrSmRPVyGzakk-geUSyRITw
3-9-6 7-7-8
3-9-6 3-10-2
Scale=1:18.2
1.5x3 II
3
4.24 12 NAIL
NAIL 7
NAIL 6
4x4
2
W3
1 2
1
3x4= 5 8 9 10 4
NAILED NAILEDNAILED
2x4 3x4::::::
1-10-4 4-7-2 7-7-8
1-10_1 2-8-14 3-0-6
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 T 0.51 Vert(LL) 5 1 4- >99 240 MT2 197/144
(Roof Snow--40.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.05 4-5 >999 180
TCDL 15.0 Rep Stress Incr NO WB 0.22 Horz(L) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) -0.01 4-5 >999 360 Weight281b FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except and verticals.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud
REACTIONS. (lb/size) 4=202/Mechanical,5=459/0-0-15
Max Horz 5=76(LC 5)
Max Uplift4---49(LC 14),5-67(LC 14)
Max Grav4=329(LC 12),5=559(LC 12)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-12a(529,2-6=-89/0.6-7--41/0,3-7=-16/4Z3-4=-174/31
BOT CHORD 1-5=-400(130,5-8=-95/326,8-9=-95/326,9-10=-951326,4-10=95/326
WEBS 2-4-3541103,2-5-878/183
NOTES-
1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=30ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)TCL1:ASCE 7-05;Pf=40.0 lost(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
5)This truss has been designed for a 10.0 psf bottom chord live load norxoncurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 4 and 67 lb uplift at joint 5.
7)This thus is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25' toe-nails.For more details refer to Mi Talk's ST-TOENAIL Detail.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase-1.15,Plate Increase=1.15
Uniform Loads(pif)
Vert:1-3=-110,1-4=-20
Concentrated Loads(lb)
Vert:2=131(B)6=77(F)7=53(B)8=18(B)9=15(9 10=17(B)
Job Truss Truss Type Qty Ply Margaret Babbot Menniler Ryan
15083359BR Clot Diagonal Hip Girder 3 1
Job Reference o tionat
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Indushies,Inc. Mon Oct 19 20:38: 2015 Page_1
I D:SYe7DNz?7rjmVn2g4GLL44yhhyD-7mWG_CfpSgvTsWaBorlmVrSnhPUFGzbkk yeUSyRITw
3-9-6 7-7-8
3-9-6 3-10-2
Scale=1:18.2
1.5x3 II
3
4.24 12 NAI
NAIL
6
44
2
T1
W3
1 W2
1
81
3x4= 5 7 4
NAILED
NAILED
2x4 3x4
1-10� 7-7-8
1-10-4 5-9-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 51%1 4-5 >999 240 MT20 197/144
(Roof Snow=40.0) Lumber DOL 1.15
TCDL 15.0 Rep Stress Incr NO WB 0.22 HOrz(TL) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2009lrP12007 (Matrix) Wind(LL) -0.01 4-5 >999 360 Weight:28 Ib FT=4%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 SPF N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud t
REACTIONS. (lb/size) 4=251/Mechanical,5=537/0-4-15 u� 1 O
Max Upli 5=76(LC 5) J 'l�VV Y PV SO -�
Max Grav4--354(C 14),2)5=-59(LC 14) 0 ��`*
Max Grav4=354(LC 12),5=600(LC 12) YD -� , �/iK.Fv?
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=131/487,2-6=-86/0,3-6--67/42,3-4--176131
BOT CHORD 1-5=362/132,5-7=-84/364,4-7=-84/364
WEBS 2-4--395/92,2-5=877/173
NOTES
1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=30ft;Cat.I[;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL ASCE 7-05;Pf=40.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at joint 4 and 59 lb uplift at joint 5.
7)This thus is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x325)toe-nails.For more details refer to M Tek's ST-TOENAIL Detail.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:t-3=110,1-4=-20
Concentrated Loads(lb)
Vert:6=154(F=77,B=77)7=30(F=15,B=15)
Job Truss �Tus-sType Qty Ply Margaret Babbot/Jemifer Ryan
1508=9BF F04 3 1
Job Reference(optional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:40:02 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-2lAwhpP4st?16LOsIV 1 stuxgikpt mHjaGBAKRyRISR
1� 9-8 2-1-4 0-10 12-{
Scale=126.7
4x10= 1.5x3 II
3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 3x4 II 3x6 FP= 3x4= 6x6=
1 2 3 4 5 6 78 9 10 11 12
I9
17 16 15 14 13
3x8= 4x12= 3x4= 4x8= 4x10=
15-4-0 16-5-0
15-4-0 1-1-0
Plate Offsets(X Y)— f1•Edge 0-1-81 (15'0-3-0 Edgel [16:0-1-8 Ed-gel
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.31 16-17 >603 4130 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.75 16-17 >247 240
BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 11 nda n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:62 lb FT=41/617,41/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals.
Tt:2x4 SPF 210OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(fiat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 18=1234/0-3-8,11=132510-9-4
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-18—111/0,1-2=0/0,2-3--X066/0,3-4=-4066(0,4-5=5247/0,5-6=5247/0,6-7=5247/0,7-8=-2229/0,8-9=2229/0,9-10=2204/0,1 0-1 1=-221 1/0,11-12=0/0
BOT CHORD 17-18-0/2395,16-17-0/5022,15-16=0/5247,14-15=0/3952,13-14=0/0
WEBS 11-14-0/2431,2-18=-2633/0,9-14—207/0,2-17-0/1848,7-14-1987/0,3-17=226/0,7-15=0/1572,4-17=1057/0,6-15---482/0,4-16-60/666,5-16=229/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This buss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this thus.
5)Recommend 2x6 strorgbacks,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 restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pff)
Vert:13-18=-20,1-10=141,10-11-141,11-12=100
Job Truss Truss Type Qty Ply Margaret Blabbot Wender Ryan
"��.5�' �
Typ ar ganat E�
Job
Reference 15083359BF Truss
Floor Girder nce(oDtionan
Run:7.610 s Jan 29 2015 Print 7.610 S Jan 29 2015 M I eK Indust—,Inc. Mon Oct I M-01 2015 Page 1
Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-NrBojLonJY188zmCJazoJgLxOl�YYIVaaMcRdo? ISS
1-9-8 2 1 1-2-4 31,
3x4 11 3x4 3x4 11
MS 413 Scale=1:7.1
Ail Wl W2 W3 W1 W11 9
B1
3x6— 3x6
5 4
3-5-12
20 20::4 2-7-8
Plate Offsets(X Y)— [1:Edqe,0-1-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFIL in (loc) I/defi Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 5 .... 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(TL) -0.05 4-5 >728 240
BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 4 n/a Na
BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:15 lb FT=4*/.F,4*/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(fiat)
REACTIONS. (lb/size) 4=442/Mechanical,5--382/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-5-77/0,3-4-5010,1-2--0/0,2-3=0/0
BOT CHORD 4-5=01573
WEBS 2-4-677/0,2-5-635/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility ot the fabricator to increase plate sizes to account for these
factors.
2)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSIITPI 1.
3)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbackslo be attached to walls at their outer ends or restrained by other means.
5)Use USP MSH413(With 10d nails into Girder&10d nails into Truss)or equivalent at 1-10-4 from the left end to connect truss(es)F03(I ply 2x4 SPF)to front face of lop chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase--1.00
Uniform Loads(pff)
Vert:4-5-20,11-3-100
Concentrated Loads(lb)
Vert:2---4370
Job Truss Truss Type Oty Ply Margaret Babbot/Jennifer Ryan
150833598E F03 Floor 1 1
Job Reference o Tonal
Universal Forest Products Run:7.610 s Jan 29 2015 Print.7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 1 9 20:40:01 2015 Page 1
I D:SYe7DNz?7rjmVn2g4GLL44yhhyD-NrBoj LonJY188zmCJazoJgLw01 WXIQfaMcRdo?yRISS
0-10-12
1-9-8 r 1-2-12 )
Scale=1:17.9
6x6= 214 11 1.5x3 11 3x4= 1.5x3 II 3x4= 3x4 f!
1 2 3 4 5 6 7 8
o
of
13 12 11 103x4= 9
3x8= 1.5x3 11
3x6=
1-1_q 9-11-0
1-1-4 8-9-12
Plate Offsets(X Y) f5:0-1 8 Edgel [10:0-1-8 Edael -
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) -0.05 9-10 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.13 9-10 >M 240
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:37 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ibrsize) 9=529/Mechanical,2=624/0-9-4
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 8-9=76/0,1-2=0/0,2-3=913/0,3-4=-908/0,4-5=908/0,5-6=1328/0,6-7=-1328/0,7-8=0/0
BOT CHORD 12-13=0/0,11-12=0/1328,10-11=0/1328,9-10=0/920
WEBS 7-9=1011/0,2-12=0/991,7-10=0/521,4-12-184/21,6-10=121/0,5-12=-50810,5-11=-45/45
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 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 restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASES)Standard
Job Truss Truss Type OtY Ply Margaret Babbot/Jennifer Ryan
15063359BF F0 GGR Floor Girder 1 1
Job Reference o al
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:40.01 2015 Paggee 1
I D:SYe7DNz?7dmV n2g4GLL44yhhyD-NrBojLonJY188zmCJazoJgLgB ITf I MOaMcRdo?yRISS
0-10-12
1-9-8 1-3-4 1-0-0
—� ' Scale=1:21.0
6x6= 3x4= 1.54 11 3x4= 1.5x3 11 3x4= 1.5x3 11 MS 413 3x8= 3x4 11
1 2 3 4 5 6 7 8 1 9 10
I Lt I
o
0
16 15 14 13 12
410= 1.5x3 11 3x4= 3x8= 3x6=
1-1 12-10-8
1-1-4 11-9-4
Plate Offsets(X Y) [5:D-1 8 Edgel [13:0-1-8 Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) VdeO Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.15 12-13 >938 480 MT20 1971144
TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.28 12-13 >510 240
BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.02 11 Na Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:48 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 21 DOF 1.8E(flat)'Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
T1:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(fiat)
REACTIONS. (lb/size) 11=97210-3-8,2--878/0-9-4
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 10-11=55/13,1-2=0/0,2-3=-1419/0,3-4—1413/0,4-5=-1413/0,5-6=2595/0,6-7=-259510,7-8=-2886/0,8-17=-2886/0,9-17=-2886/0,9-10=0/0
BOT CHORD 15-16--&0,14-15=0/2595,13-14--0/2595,12-13--0/2903,11-12=0/1943
WEBS 9-11=21 3610,2-15=0/1543,9-12=0/1042,415x-117/104,8-12=-329/0,5-15=-1300/0,7-12=-20/89,5-14=0/181,6-13=0/196,7-13=-511/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSYTPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fairy model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect thus backwards.
8)Use USP MSH413(With 1 O nails into Girder 8 1 O nails into Truss)or equivalent at 10-0-12 from the left and to connect truss(es)F03GR(1 ply 2x4 SPF)to back
face of top chord.
9)FlII all nail holes where hanger is in contact with lumber.
10)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:11-16=20,1-10=100
Concentrated Loads(lb)
Vert 17=342(6)
Job Truss Truss Type Qry Ply Margaret Babbel/Jennifer Ryan
15083359BF F02 Floor 1 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Mi I ek Industries,Inc. Mon Oct 19 20:40:00 2015 Page 1
ID:SYe7DNz?7qm V n2g4GLL44yhhyD-vfdQV?n9YFdH WpB0ltSZmSptyu8TZuEQ7yi3GZyRIST
0-10-12
1-9-8 , 1-3-0 1-0-0 2-1-0� Ae:112
6x6= 1.5x3 11 1.5x3 11 3x4 11 4x10= 1.5x3 11 6x6-
3x4= 3z4= 4x4= 1.5x3 II 4x8= 3x10 MT20HS FP= 1.5x3 II 3x8= 1.5x3 11 3x4 11 3x6= 3x4-
1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 1819 20 21
0
0
33 32 31 30 29 28 27 26 25 24 23 22
3x8= 1.5x3 II 4x4= 4x10= 4x12= 3x6 FP= 3x6= 3x6= 4x10=
4x10=
114 12-8-12 27-10-12 29 Q
1-1-4 11-7-8 15-2-0
Plate Offsets(XY) f5,0-1 8 Edge. [25'0-1-8 Edgel 130'0-1-8 Edgel -
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.1723-24 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0,40 23-24 >464 240 MT20HS 148!108
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) -0.03 20 Na n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:111 lb FT=4 9/6F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
T2,T3:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SPF No.2(flat)'Except'
B2:2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ibfsize) 28--2390/0-3-8,2--541/0-9-4,20=1120/0-9-4
Max Grav28=2390(LC 1),2=559(LC 2),20=1120(LC 1)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=010,2-3=-96810,3-4=964/0,4-5=964/0,5-6=1386/320,6-7-1386/320,7-8=-60611211,8-9-606/1211,9-10=013341,10-11=0/3341,11-12=0/3341,12-13=-1831/0,13-14-185610,
1415=-4001/0,15-16---4001/0,16-17=-4001/0,17-18-1921/0,1 8-1 9-1 8 9510,1 9-20=1 90210,20-21=0/0
BOT CHORD 32-33--&0,31-32=-320/1386,30-31-320/1386,29-30=-714/1202,28-29=-19590,27-28--724/0,26-27-724/0,25 26=D/3206,2425=0/4001,23-24=0/3265,22-23=0/0
WEBS 10-28--292/0,2-32-0/1053,9-28---191410,4-32=-243/0,9-29=0/1497,5-32=-464/379,8-29=199/0,7-29-870/0,5-31-92R,6-30-301110,20-23=0/2091,12-28=-302310,18-23=-208/0,
12-26-0/2148,17-23-1471/0,13-26=-280/0,17-24=0/833,1426=-1565/0,16-24=-287/0,14-25=0/1216,15-25-38610,7-30=0!724
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
3)All plates are MT20 plates unless otherwise indicated.
4)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks including heels"Member end fWty model was used in the analysis and design of this truss.
6)Recommend 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 restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase-1.00
Uniform Loads(plf)
Vert:22-33-20,1-10-100,10-19--140,19-20--140,20-21-1 00
_ Job Truss Truss Type Qty Ply �J:ob7e yan
15083359BF F01GR Floor Girder t
Universal Forest Products Ru n:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 Mi rek Industries,Inc. Mon Oct 19 20:39:59 2015 Pagel
I D:SYe7D Nz?7rjmV n2g4GLL44yhhyD-RT42ffmXnxVQufcpB9xKEFGTq V n7gQnHu IyWj6yRISU
0-10-12
1-9-8 1-3-0 1-0-0 2-1-0 10-1
e:1/"=1,
6x6= 1.5x3 11 1.5x3 11 MSH413 3x4 11 4x10= 1.5x3 11 6x6-
3x4= 3x4= 4x4= 1.5x3 11 4x8= 3x10 MT20HS FP= 1.5x3 11 3x8= 1.5x3 11 3x4 11 3x6= 3x4-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21
IoI°
33 32 31 30 29 28 27 26 25 24 23 22
3x8= 1.5x3 II 4x4= 4x10= 4x12= 3x6 FP= 3x6= 3x6= 4x10=
4x10=
1-1 12-8-12 27-1 0-12 29-0-Q
1-1-4 11-7-8 15-2-0
Plate Offsets(X Y) I5.0-1 8 Edgel 1250-1-8 Edael 130'0-1-8 Edoe)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0,17 23-24 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(-L) -0,40 23-24 >460 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) -0.03 20 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:111 lb FT=4%F,4 1/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)*Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins.
T2,T3:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SPF No.2(flat)'Except'
B2:2x4 SPF 2100E 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS (lb/size) 28--264310-3-8,2--585/0-9-4,20--1105/0-9-4
Max Grav28=2643(LC 1),2=603(LC 2),20=1105(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=010,2-3--1055/0,3-4--1051/0,4-5=1051/0,5-6=-1610/34,6-7=-1610/34,7-8=-1050/641,B-34=-1050/641,9-34-1050/641,9-10=0/3610,1 0-1 1=01361 0,11-12=0/3610,12-13=-157410,
13-14--1599/0,14-15-385310,15-16-3853/0,16-17-3853/0,17-18-1881/0,18-19=1856/0,19-20=-1861/0,20-21=0/0
BOT CHORD 32-33=0/0,31-32=-34/1610,30-31=-3411610,29-30=-327/1503,28-29=1566/0,27-28=950/0,26-27=950/0,25-26=0/2993,24-25=0/3853,23-24=0/3184,22-23=0/0
WEBS 10-28--264/0,2-32=0/1147,9-28-2544/0,4-32-220/0,9-29=0/1652,5-32=-6141186,8-29=-333/0,7-29-711/0,5-31-64/29,6-30=-24910,20-23=0/2047,12-28--3070/0,1B-23=-206/0,
1 2-26=0121 7 7,17-23=-1426/0,13-26=-281/0,17-24-01777,14-26-1602/0,16-24--266/0,14-25=0/1273,15-25=-40210,7-3D--0/598
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
3)All plates are MT20 plates unless otherwise indicated.
4)This tntss is designed in accordance w th the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TP11.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 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 restrained by other means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.50Din.
8)CAUTION,Do not erect thus backwards.
9)Use LISP MSH413(With 10d nails into Girder&10d nails into Truss)or equivalent at 1 D-0-12 from the left end to connect truss(es)F03GR(1 ply 2x4 SPF)to front
face of top chord.
10)FlII all nail holes where hanger is in contact with lumber.
11)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--l.00,Plate Increase--1.00
Uniform Loads(pit)
Vert:22-33=-20,1-10-100,10-19=140,19-20-140,20-21=-100
Concentrated Loads(lb)
Vert:34-2820
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BF F01 B Floor 2 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:39:59 2015 Page 1
I D:SYe7DNz?7rjmV n2g4GLL44yhhyD-RT421fmXnxVQufcpB9xKEFG UnVivgQpHu ly Wj6yRISU
0-10-12
1-9-8 J 1-6-10 „ 1-0 0 ,
Scale=124.4
6x6= 3x4=1.5x3 11 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 11 3x8= 3x4 11
TT 1 2 3 4 5 6 7 8 9 10 11 LL 1
'4�d o
�df 17 16 15 14 13
4x10= 3x4= 3x4= 4x8= 3x6=
1.1.4 14-11-6
i-1-4 13-10-2
Plate Offsets(X Y)— r14.0-1-8 Edgel [15:0-1-8 Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.21 13-14 >801 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.36 13-14 >459 240
BCLL 0.0 Rep Stress Inor YES WB 0.83 Horz(TL) 0.01 12 n/a n/a
BCDL 10.0 Code IRC2009/TPI20D7 (Matrix) Weight:55 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (Ib/size) 12=83310-5-4,2=924/0-9-4
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 11-12-79/0,1-2=0/0,2-3-1546/0,3-4=-1541/0,4-5—1541/0,5-6-3235/0,6-7=3235/0,7-8=-3235/0,8-9=2656/0,9-10=2656/0,10-11=0/0
BOT CHORD 16-17--&0,15-16--M569,14-15=0/3235,13-14--0/3156,12-13--0/1581
WEBS 110-12=1738/0,2-116=0/168Z 1D-13=0/1189,4-16=-1133/0,9-13=117210,5-16---1137/0,8-13=-557/0,5-15--0/878,8-14-152/423,6-115=255/0,7-14-189/49
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strorgbacks,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 restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BF F01A Floor 1 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 2039:58 2015 Page 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-zGWg5JmvOdNZHV1ddSQ5hlkJd5R95yu8geDyBgyRISV
F 1-9-8 ; 2-0-10 01
Scale=1:26.9
3x6 FP= 1,5x3 II
3x4 11 4x8= 1.5x3 11 3x4= 3x4 11 3x4 11 3x8= 3x4— 6x6—
1 2 3 4 5 6 7 8 9 10 11
I 0
16 15 14 13 12
3x6= 410= 3x6= 3x8= 4x12=
15-4-14 16-5-14
15-4-14
Plate Offsets(X Y)— I1:Edge 0-1-81 f7:0-3-0 Edgel(10.0-2-4 Edpel (14:0-3-0 Edpel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.32 15-16 >586 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.55 15-16 >337 240
BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:61 Ib FT=49/F,4/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)`Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals
T1:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 17=92610-5-4,10=101710-9-4
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-17—79/0,1-2=0/0,2-3=3062/0,3-4=-3062/0,4-5=-3950/0,5-6=-3950/0,6-7=3950/0,7-8=-1739/0,8-9=1739/0,9-10=-1745/0,10-11 /0
BOT CHORD 16-17=0/1791,15-16 /3773,14-15=0/3950,13-14-0/2963,12-13=0/0
WEBS 10-13_-0/1899,2-17=-1968/0,8-13=-130/0,2-16--0/1405,7-13=-135310,3-16---157/0,7-14=0/1233,4-16---787/0,6-14=-357/0,4-15=-117/617,5-15---181/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with fhe 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 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 restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss Type aY Ply =niterRyan
15083359BF F01 Floor 10 al
Universal Forest Products Run:7.510 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 2039:58 2015 Pagel
I D:SYe7DNz?7dmVn2g4GLL44yhhyD-zGWg5JmvOdNZHV1 ddSQ5h1 kJ75RN5zJBgeDyBgyRISV
0-10-12
r—i 2
f ' 1I— �0� 101
e=1.50.9
6x6= 1.5x3 11 1.5x3 11 3x4 11 410= 1.5x3 11 6x6—
3x4= 3x4= 1.5x3 11 44= 1.54 11 4x8= 3x10 MT20HS FP= 1.5x3 11 3x8= 1.5x3 11 3x4 11 3x6= 3x4=
1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 1920 21 22
0
rn
o
34 33 32 31 30 29 26 27 26 25 24 23
4x10= 3x4= 4x4= 4x10= 4x12= 3x6 FP= 3x6= 3x6= 4x10=
400=
-1-4 14-8-12 29-10-12 R.1-0-Q
1-1-4 13-7-8 15-2-0 1-1-4
Plate Offsets(XY) 126:0-1 B Edgel 131:0-1-8 Edgel[32:0-1-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.17 26 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.40 24-25 >464 240 MT20HS 148/108
BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.04 21 n/a n/a
BCDL 10.0 Code IRC2009frP12007 (Matrix) Weight:117 lb FT=4 0/61=,40/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
T2,T3:2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SPF No.2(flat)'Except'
B2:2x4 SPF 2100F 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 29--24B4/0-3-8,2--688/0-9-4,21=110310-9-4
Max Grav29=2484(LC 1),2=689(LC 2),21=1103(LC 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2--0/0,2-3--123410,3-4--1230/0,4-5=-123010,5-6=-21061180,6-7=-21061180,7-8=-2106/180,8-9=-851/1127,9-10---851/1127,10-11=0/3496,11-12=0/3496,12-13_-0/3496,13-14=-1849/0,
14-15—1874/0,15-16—3992/0,16-17—3992/0,17-18=-3992/0,18-19=1913/0,19-20-1888/0,20-21-1894/0,21-22 /0
BOT CHORD 33-34--0/0,32-33--0/1916,31-32-180/2106,30-31=-62011669,29-30=1885/0,28-29=938/31,27-28_938131,26-27=0/3210,25-26=0/3992,24-25=0/3253,23-24=0/0
WEBS 11-29=-29410,2-33=0/1343,10-29-2130/0,4-33=134/0,10-30=0/1716,5-33_--759/57,9-30=-212J0,532-336/21 O,8-30=1079/0,6-32-74/131,8-31=0/973,7-31=-445/0,21-24=0/2082,
13-29=3022/0,19-24=207/0,13-27=0/2155,18-24-1467/0,14-27_281/0,18-25--&81Z 1527-1580/0,17-25=-287/0,1526=0/1261,16-26-398/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors.
3)All plates are MT20 plates unless otherwise indicated.
4)This truss is designed in accordance with the 2009 Intemational Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 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 restrained by outer means.
7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase=1.00
Uniform Loads(pff)
Vert:23-34=-20,1-11-100,11-20=139,20-21=139,21-22=100
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
150633596E 2F99L Floor Supported Gable 2 1
Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:39:57 2015 Page 1
I D:SYe7DNz?7dmVn2g4GLL44yhhyD-V4ytt7iGFKF'rfLSR41vs9gBGghFXMjn_R_TPfEyRISW
1 1.5x3 11 2 1.5x3 11 3 1.5x3 11 4 3x4 11
Scale=1:7.1
T1
W1 ST1 ST1 W1 W1 °o
B1
8 7 6 5
1.5x3 I 1.5x3 1.5x3 i i 3x4 11
3-8-8
3-8-8
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 9% MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a r1/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:13 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS (lb/size) 8--67/3-8-8,5--50/3-8-8,7=170/3-8-8,6=135/3-8-8
FORCES (lb)-Maximum CompressiorvMaximum Tension
TOP CHORD 1-8=-55/0,4-5=-40/0,1-2=10/0,2-3=-10/0,3-4=-10/0
BOT CHORD 7-8--0110,6-7--0/10,5-6--0/10
WEBS 2-7=-142/0,3-6=1 14/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral pavement(i.e.diagonal web).
4)Gable studs spaced at 14-0 oc.
5)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSTPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 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 restrained by other means.
LOAD CASE(S) Standard
Job Truss Truss fty Ply Mopre-1 Babbot/Jennifer Ryan
15083359BF Girder ,�
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 2039:57 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-V4yttzlGFKFifLSR41vs9qBDih67MCJ-R-TP,fEyRISW
1-9-8 2 j 1 16� 1-5-0 31 3x4 11
3x4 11
MS 3 SoWe=1:7.1
l
W1 W1 W2 W3 W1 Vil
..............
3x6= 4x6
5 4
3-8-8
0-7-8 3-1-0
Plate Offsets(X Y)- [1:Edge,0-1 A,14:Edge,0-1-81
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/ttl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) 0.00 5 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.07 4-5 >592 240
BCLL 0.0 Rep Stress Ina NO WB 0.45 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code IRC2009fTP12007 (Matrix) Weight:16 It, FT=4%F,4-/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOTCHORD, Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(fiat)
REACTIONS, (lb/size) 4=933/Mechanical,5=857/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-5--111/0,3-4--9310,1-2--0/0,2-3--0/0
BOT CHORD 4-5--011492
WEBS 2-4_1696/0,2-5=-1653/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. If is the responsibility of the fabricator to increase plate sizes to account for these
factors.
2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 1.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at I0-0-0 oc,and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Use USP MSH413(With 10d nails into Girder&10d nails into Truss)or equivalent at 2-0-0 from the left end to connect truss(es)2F07(1 ply 2x4 DF)to bads face of top chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate lncrease=1.00
Uniform Loads(ptf)
Vert:4-5--20,1-3--143
Concentrated Loads(lb)
Vert:2-1227(6)
Job Truss —Tuss
T ype
I —]Ply Margaret aret Babbot/Jen nifer n�ff
)er�yan
150833598F 2F07 Floor Job Reference Lpti.n al
Universal Forest Products Run:7.610 s Jan 29 2015 vnnt:7.610 sJan 29 ZUIb MileK Industries,Inc. Mon Oct 19 20:39:56 2015 Pa ie 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-OuOvgdkeUO7rlBtEW10doDey5HjCd3CrCKks7oyR9sx
1-9-8 1-9-4
Scale 1:21.8
3x4 11 4x10= 1.5x3 11 3x4= 1.54 11 1.5x3 11 4112= 3x4
2 3 4 5 6 7
14:
W1
9
111f:1 i. a
13 12 11 4x6 10 9
3x8= 4x10= 3x4= 1.5x3 11 4x8
13-6-4
13-6-4
Plate Offset [9'.Edae,0-1-81,f11.0-1-8 Edael [1 2�0-1-8,Edqel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.18 12-13 >875 480 MT20 197/1
TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(I-) -0.59 12-13 >270 240
BCLL 0.0 Rep Stress Ina YES WB 0.89 Horz(TL) 0.06 9 n/a rVa
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:61 lb FT=4%F,41/.E
LUMBER- BRACING-
TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except arid verticals.
BOTCHORD,2x4 DF 285OF 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 14--1327/0-3-8,9=1327/Mechanicad
FORCES, (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-14=14210,8-9--169/0,1-2-0/0,2-3-4165/0 3-4-416510,4-5-4620/0,5-6--A620/0,6-7---4620/0,7-8-O/O
BOT CHORD 13-14=012540,12-13=0/4922,11-12--0/4620,10-11--0/2525,9-10=0/2525
WEBS 2-14=279310,2-13=011796,3-13-27510,4-113=838/0,4-12--495/98,512=-91134,7-9--2761/0,7-10--108/0,7-11=0/2338,6-11=-654/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R50111.1 and R802.10.2 and referenced standard ANSIrrPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 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 restrained by other means.
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase--1.00
Uniform Loads(ptf)
Vert:9-14--20,1-8--180
Job Truss Truss Type Ply Margaret Babbot/Jennifer Ryan
Reference c�
15083359�BF 2�FO& ��Roor Truss Gable 2 1
Job Reference(ofAbonal)
9 2039:56 2015 Page I
Universal Forest Products Run:7.610 s Jan 29 2015 mrit I.tilu s Jan zu zu'D m'jeK ln=51-5,Inc. Mon Oct I
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-OuOvgdkeU07r1 BtEW1 Odcoe57HvEdGXrCKks7oyRISX
01 8
_9
Scale 1:26.1
3x4
1 2 3 4 5 6 7 8 9 10 11 12 13
...........
tj 2c
6 5T1 ST1 ST1 571 ST1 1 .6
I II
26 25 24 23 22 21 20 19 18 17 16 15 14
3x4 11 3x4 11
16-1-8
16-1-8
Plate Offsets(X,Y)- [I:Edge,0 1-8j,[26:Edqe,0-1-8
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
YES WB 0.04 Horz(TL) 0.00 14 n/a n/a
BCLL 0.0 Rep Stress Inc- E
BCDL 10.0 Code IRC2009fTP12007 (Matrix) Weight:49 lb FT=4/.F,4*6
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except arid verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 26=71/16-",14--68/16-1-8,25=152/16-1-8,24--162116-1-8,23--159/16-1-8,22=160/16-1-8,21=160/16-1-8,2D--160/16-1-8,19--160/16-1-8,18=160/16-1-8,17=161/16-1-8,16--158/16-1-8,
15=169/16-1-8
FORCES. (lb)-Maximum Cornpression/Maximum Tension
TOP CHORD 1-26=58/0,14-27=-59/0,13-27=-56/0,1-2-17/0,2-3--17/0,3-4=17/0,4-5=17/0,5-6--17/0,6-7=17/0,7-8--17/0,8-9--17/0,9-10=-17/0,10-11=17/0,11-12=-17/0,12-13=-17/0
BOT CHORD 25-26=0/17,24-25=0/17,23-24=0/17,22-23--0/17,21-22=0/17,20-21=0I17,19-20=0/17,18-19=0/17,17-18--0/17,16-17=0/17,15-16=0/17,14-15=0117
WEBS 2-25-12110,3-24---135/0,4-23--13310,5-22=13310,6-21=133/0,7-20--133/0,8-19--13310,9-18=133/0,1()-17=-134/0,11-16---13210,12-l5=139/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Attach ribbon block to truss with 3-10d nails applied to flat tare.
4)Gable requires continuous bottom chord bearing.
5)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web).
6)Gable studs spaced at 1-4-0 oc.
7)Bearing at joint(s)14 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verily capacity of bearing surface.
8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Dd(0.131"X 3")nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
11)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss Type Oly Ply Margaret Babbot/Jennifer Ryan
15083359BF 2F06AG Floor Girder 2 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 20:39:56 2015 Page 1
ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-0uOvgdkeU07r1 BtEW 1 OdccetdHjjd3KrCKks7oyRISX
1-9-8 1-0-0 ,, 1-11-8 _, 2-6-0 2-6-0 0-48
Scale=1:26.7
MSH413
3x4 ! 4x10= 1-5x3 II 4x6= 1.5x3 II 3x4= 15x3 II Sx 6= 1.5x3 II
1 2 3 4 5 6 7 9
Tj
Io
15 14 13 12 11
3x8= 4x10= 4x4= 1.5x3 11 5x12= 6x10=
16-1-8
16-1-8
Plate Offsets(X Y) [1:Edge 0 1 81 f6:0-1 8 Edgel [10:0-7-0 Edael [11.0-5-12 Edoel [13-0-1-8 Edgel -
LOADING(psf) SPACING 2-0-0 CSI. DEFT. in (loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.30 11-12 >636 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.64 11-12 >297 240
BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.07 10 n/a n/a
BCDL 10.0 Code IRC2009/TPI2007 (Matra) Weight:74 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals.
BOT CHORD 2x4 DF 285OF 2.3E(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
B2:2x4 SPF 210OF 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 10=1641/0-9-0,15=1090/Mechanical
WRCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-15=-80/0,10-16=-107/0,9-16=-107/0,1-2=0/0,2-3=3735/0,3-4_3735/0,4-5=-5467/0,56=-5467/0,6-7=-5924/0,7-8=-5944!0,8-9=-8/0
BOT CHORD 14-15=0/2126,13-14 /4804,12-13-0/5467,11-12-0/5472,10-11=0/4788
WEBS 8-10=-5004/0,2-15-2337/0,8-11=0/1210,2-14=0/1779,7-11=303/0,3-14=-19210,4-14--1192/0,4-13=0/1112,513=-440/0,6-12=-340/0,6-11=0/893
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)Attach dbbon block to truss with 3-10d nails applied to flat face.
4)Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface.
5)This thus is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802-10.2 and referenced standard ANSI/TPi 1.
6)"Semi-rigid pitchbreaks including heels"Member end fVdy model was used in the analysis and design of this truss.
7)Recommend 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 restrained by other means.
8)CAUTION,Do not erect truss backwards.
9)Use USP MSH413(With 10d nails into Girder&10d nails into Truss)or equivalent at 13-4-8 from the left end to connect truss(es)2F99G(1 ply 2x4 SPF)to front face
of top chord.
10)RII all nail holes where hanger is in contact with lumber.
11)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--1.00,Plate Increase--1.D0
Uniform Loads(plf)
Vert:10-15=-20,1-9=100
Concentrated Loads(lb)
Vert:8-833(F)
Job Truss Truss Type Oty Ply Margaret Rabbit/JennMer Ryan
150113359BF 2F06A Floor 4 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 19 20:39:55 2015 Page 1
ID:SYe7DNz?7gmVn2g4GLL44yhhyD-YigXSHjOji?_O L>yKtO3P6pxtOnuanhzg_IaLyRISY
1i 9-8 10-0 17-) 0M
Scale=1:26.2
3x4 '.'. 4x10= 1.5x3 11 44= 1.5x3 11 1.5x3 11 3x6= 1.5x3 11 4x10= 1.5x3 11
1 2 3 4 5 6 7 8 9 18 10
° ., 17 °
16 15 14 13 12
3x8= 412= 4x4= 3x4= 4x12= 4x10=
16-1-8
16-1-8
Plate Offsets KY)- fl:Edge 0-1-81 f11:0-7-0 Edgel [13:0-1-8 Edgel [14:0-1-8 Edge!
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.26 13 >725 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.66 12-13 >287 240
BCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(TL) 0.10 11 Na n/a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:60 lb FT=4%F,4-/.E
LUMBER- BRACING-
TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACnONS. (lb/size) 11=1241/0-9-0,16=1271/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-16=112/0,11-17-90/0,10-17=90/0,1-2=0/0,2-3=+1212/0,3-4-4212/0,4-5-5692/0,5-6=-5692/0,6-7-569210,7-6--4218/0,8-9=-418/0,9-18=6/0,10-18=6/0
BOT CHORD 15-16=0/2460,14-15 /5228,13-14-0/5692,12-13=0/5269,11-12=0/2458
WEBS 9-11=2695/0,2-16=-2704/0,9-12=0/1946,2-15=0/1937,8-12=-242/0,3-15=-259/0,7-12-1162/0,4-15=-1134/0,7-13=0!792,4-14=0/855,514=391/0,6-13=250/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)Attach ribbon block to truss with 3-1 Od nails applied to flat face.
4)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5)This truss is designed in accordance with the 2009 Intemational Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSI/fPI 1.
6)"Semi-rigid ptchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend as strongbacxs,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 restrained by other means.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase-_1.00,Plate Increase--l.00
Uniform Loads(pff)
Vert:11-16=-20,1-18--140,10-16-100
J Truss Truss Type Qry Pty Margaret Babbot/Jennifer Ryan
BF 2F06 Boor 3 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 M7ek Industries,Inc. Mon Oct 19 20:39:55 2015 Pagge 1
1 D:SYe7DNz?7dmV n2g4G LL44yhhyD-YigXSHjOji?_=2yKtO3 P6n PtOSueFhzg_laLyRISY
1-9-8 i 0-0 18— 0-KS
Scale=126.8
3x4=
4x8= 1.5x3 11 3x6= 1.5X3 11 4x4= 1.5x3 II 3x6 FP= 1.5x3 II 4x8= 1.5x3 11
1 21 2 3 4 5 6 7 8 9 10 11
0
19 0
18 17 16 15 14 13 RS
410= 4x8= 1.5x3 11 3x4= 4x10= 3x6=
16-4-8
6 15-10-8
Plate Offsets(X Y) ft•Edge O-1 81 f5:0 1 8 Eddgel f 14.0-1-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DF11 in (loc) Well Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.31 14 >634 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.54 13-14 >356 240
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 12 n/a n1a
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:62 Ib FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, except end verticals.
BOT CHORD 2x4 SPF 21 OOF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 4x4 SP No.2(flat)
REACTIONS. (lb/size) 12=960/0-9-0,20=959/0-3-0
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 12-19=76/0,11-19=-7610,1-21=1922/0,2-21=1922/0,2-3=-1942/0,3-4---4062/0,4-5=-4062/0,56=-4394/0,6-7=-4394/0,7-8=-4394/0,8-9=-3227/0,9-10=-3227/0,10-11=-5/0,1-20=959/0
BOT CHORD 17-18 (0,16-17=0/3231,15-16=0/4394,14-15=0/4394,13-14-0/4034,12-13--0!1872
WEBS 10-12=2052/0,1-17=0/2112,1D-13=0/1498,2-17=-217/0,9-13--167/0,3-17-1415/0,8-13=-89210,3-16=0/919,8-14=0!702,4-16=-188/89,6-14=18210,516—752/50,5-15=92/179
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)Attach ribbon block to truss with 3-1 Od nails applied to flat face.
4)Bearing at joint(s)20 considers parallel to grain value using ANSI TPI 1 angle to grain formula Building designer should verify capacity of bearing surface.
5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 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 restrained by other means.
8)CAUTION,Do not erect truss backwards.
LOAD CASES)Standard
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
W 1
�0: Margaret I jl Wj_
2IF04 Floor 1 1 Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 2039:54 2015 P e I
ID:SYe7DNz?76mVn2g4GLL44yhhyD-4VG9Fy'iOyPt7ouksOcL9XBZjvU9r9JSYIOFI2w�isz
1-9-8 0-"
Scale:1"=1'
3x4
1 3x4 11 2 31.5x3 11 4 3X4= 5 3x4 11
Wt
9 Wiz
9
9
3x6= 1.5x3 11 7 3x4 6
3x6
6-7-8
6-7-8
Plate Offsets(X Y) fl:Edoe,0-1-81,f2:0-1-8,Edl1e1,[7:0-1-8,Edgel
LOADING(psf) SPACING- 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP
TCUL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.03 6-7 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.10 6-7 >798 240
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a rVa Weight:27 lb FT=4o/,F,4%E
BCDL 10.0 Code IRC2009[rPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(ft)
REACTIONS, (lb/size) 9--3831KAechanical,6--I83/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-9---81/0,5-6�7310,1-2;410,2-3=-676/0,3-4--676/0,4-5--O/C
BOT CHORD 8-9--01676,7-8--0/676,6-7--&603
WEBS 4-6---663(0,2-9--739/0,4-7=0/180,2-8--17180,3-7=0/18
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11-1 and R802.10.2 and referenced standard ANSI(TPI 1.
4)"Semi-rigid pitchbreaks including heals"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongloacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S)Standard
Job Truss Truss Type Qly Ply Margaret Babbot/Jennifer Ryan
15083359BF 2FO3GR Floor Girder 2 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MTek Industries,Inc. Mon Oct 1920:39:54 2015 Pa e 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-4VG9FyiOyPt7ouksOcL9XBZe2U3x9G PYIO F12vyf�l Sz
1-9-8 1-4-8
Scale=1:16.6
3x4 II 3x6= 1.54 II 1.5x3 II MS 13 3x4= 3x4 !!
1 2 3 4 11 5 6
o W1 0
a
10 3x6= 9 8 3x4= 7
3x4=
3x6=
9-3-8
9-3-8
Plate Offsets(X.Y)— 1:E a 0-1-8 8:0-1-8 E [9:0-1-8,Edoel
LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.09 7-8 >999 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.19 7-8 >582 240
BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code IRC2009/TP12007 (Matra) Weight:35 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 10=600/Mechaniral,7=703(Mecharrpl
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=82/0,6-7=60/3,1-2=0/0,2-3=-1706/0,3-4-1706/0,411=1706/0,5-11-1706/0,5-6=0/0
BOT CHORD 9-1M/1075,8-9--W1706,7-8=011325
WEBS 5-7=1 45610,2-10=-1181/0,5-8=0/459,2-9=0/765,3-9=-209/0,4-8-155/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 stiongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbaccs to be attached to walls at their outer ends or restrained by other means.
6)Use USP MSH413 nth 1 Od nails into Girder&1 Od nails into Truss)or equivalent at 6-9-4 from the left end to connect truss(es)21`02GR(1 ply 2x4 SPF)to back face of top chord.
7)Fill all nail holes where hanger is in contact with lumber.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASES)Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase--1.D0
Uniform Loads(plf)
Vert 7-1D-20,11-6-1 00
Concentrated Loads(lb)
Vert:11=-219(8)
Now
J Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
96E 2F03 Floor 1 1
Job Reference o tional
Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 m 1ek Industries,Inc. Mon Oct 19 20:39:53 2015 Page 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-c lint amB51GAk9frvgw_OYC4nSOrwOWMVBWTyRISa
1-9-8 F 1-4-8
Scale=1:16.6
3x4 11 3x4= 1.5x3 11 1.54 11 3x4= 3x4 11
1 2 3 4 5 6
El
Bi
o
d yyj 2 H+1 0
q
10 3x6= 9 8 3x4 7
3x4=
3x6=
9-3-8
9-3-8
Plate Offsets(X,Y) (1•Edge 0-1 81 18.0-1 8 Edgel 19:0-1-8 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.06 9-10 >999 4B0 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.13 9-10 >838 240
BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(1L) 0.02 7 nda n/a
BCDL 10.0 Code IRC2009/rP12007 (Matra) Weight:35 lb FT=4-/.F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or"-0 oc pudins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (ib/size) 10=543(Mechanical,7=543/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10--78/0,6-7-7a/0,1-2--0/0,2-3=-1400/0,3-4-1400/0,4-5-1400/0,5-6=0/0
BOT CHORD 9-10-0/946,8- — 1400,7-8=0/946
WEBS 5-7=-1040/0,2-10=-1040/0,5-8=0/569,2-9 /569,3-9=-157/0,4-8=157/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X3")nails. SVongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S)Standard
aty— Ply Margaret Babbot/Jennifer Ryon
Job Truss Truss Type
Supported.upp
1508=9BF 2F02L Flow Supported Gable Job Reference fogonal)
Universal Forest Products Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries,Inc. Mon Oct 19 20:39:53 2015 P;aRe 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-cJinI cimB51GAkgfrvqw__Oam4ubQvoOWMVBWT Sat
Scale 1:16.5
3x4 11 3x4 11
1 2 3 4 5 6
................
Lj............ Ti
..........
9 9 W, STil STI STI STI STS
9
BI F4
16 15 14 13 12 11 10 9
3x4 11 3x4 11
9-3-0
9-3-0
Plate Offsets(X Y) [1:Edge,0-1:8
j,fl6:Edqe,0-1-8j
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a Na 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a
BCDL 10.0 Code IRC2009/TPi2007 (Matrix) Weight:30 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(fiat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(fiat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 16--67/0-3-0,9--6319-3-0,15--157/9-3-0,14=161/9-3-0,13=160/9-3-0,12=159/9-3-0,11=16319-3-0,10=150/9-3-0
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-16=-5610,8-9---52/0,1-2-12/0,2-3---12/0,3-4---12/0,4-5=-12/0,5-6--12J0,6-7_12/0,7-8---1210
BOT CHORD 15-16--&12,14-15--0II2,13-14=0/12,12-13--0/12,11-12--0/12-10-11---0/12,9-1 - 12
WEBS 2-15-13110,3-14---134/0,4-13-133/0,5-12_133/0,6-11_13510,7-10-12610
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc,
6)This truss is designed in accordance with the 2009 International Residential Code sections R502-11.1 and R802.10.2 and referenced standard ANSIITPI 1.
7)"Semi-rigid pitchloreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Recommend 2x6 strongbacks,on edge,spaced at 140-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacksto be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)Standard
J Truss Truss Type Ory %y =Reference yan
2F 02GR Floor Girder 1
Universal Forest Products - - Run:7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Milek industries,Inc. Mon Oct 11920-39:522015 Pagel
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-879PgGhBOodPZaaTHBJhSmUOcgU4hQOFHime_OyRiSb
1.3.8 1-9-8
1 1.54 11 23x4= 3 1.5x3 11
MS 473 Scale=1:7.1
T1
W1 W3 W1 ! d
"__.._...._..... B1 ---__ .__.._..._....._.__
5 4
3x4= 3x4
1_ 3-4-0
1_ 3-2-8
LOADING(psf) SPACING 2-0-0 CSI- DEFL in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.00 5 — 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.05 4-5 >742 240
BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC20091TP12007 (Matrix) Weight:13 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF Not or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 5=349/Mechanical,4=319/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-5=-52/0,3-4--73/0,1-2=010,2-3--0/0
BOT CHORD 4-5=0/434
WEBS 2-4---48310,2-5=-508/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility,of the fabricator to increase plate sizes to account for these
factors.
2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI1TP1 1.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 shongbacks,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 restrained by other means.
5)Use USP MSH413(With 1 Od nails into Girder 810d nails into Thus)or equivalent at 1-8-8 from the left end to connect truss(es)21`04(1 ply 2x4 SPF)to front face of top chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Floor Live(balanced):Lumber Increase--l.00,Plate Increase--l.00
Uniform Loads(plf)
Vert:4-5—20,1-3=-100
Concentrated Loads(lb)
Vert:2—283(1`)
Job Truss Truss Type Qty Ply Margaret Babb of/Jennifer Ryan
15083359BF 21`02 Floor 4 1
Job Reference(optional)
Universal Forest Products Run:7.610 s Jan 29 2015 Print'.7.610 s Jan 29 2015 Mi fek Industries,Inc.Mon Oct 19 20:3952 2015 Page 1
ID:SYe7DNz?7dmVn2g4GLL44yhhyD-879PgGh8QodPZaaTHB JhSmUCwgN4hJPFHime_OyRISb
0-1-8
1-10-0 1-0-0
H 'r 1--9 g �� Scale=1:23.7
1.5x3 11 3x8= 1.54 11 3x4= 1.5x3 11 1.5x3 11 3x8= 3x4
1 2 3 4 5 64x4= 7 8 9
1 'o
161f q
r
14 13 12 11 10
3x6= 4x8= 3x4= 1.5x3 11 4x8= 3x6=
14-7-0
14-7-0
Plate Offsets(X Y) (6.0-1 8 Edgel 113'0-1-8 Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.26 13-14 >662 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.47 13-14 >363 240
BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0-05 10 Na n/a
BCDL 10.0 Code IRC2009frP12007 (Matrix) Weight:54 lb FT=4%F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals.
BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 15=85410-9-0,10=860/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 15-16-75/0,1-16=-75/0,9-10-77/0,1-2-5/0,2-3=2781/0,3-4=-2781/0,4-5=3362/0,5-6=3362/0,6-7=2720/0,7-8=-2720/0,8-9-0/0
BOTCHORD 14-15=0/1648,13-14 /3351,12-13=0/3362,11-12-0/3382,10-11=0/1639
WEBS 2-15-1806/0,2-14=0/1253,3-14-157/0,4-14-629/0,4-13-189/411,5-13=-117/0,8-10--1802/0,8-11=Q(1195,7-11-115/146,6-11=-1015/0,6-12=0(250
NOTES
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)Attach ribbon block to truss with 3-10d nails applied to flat face.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 aril referenced standard ANSI/TPI 1.
5)"Semi-dgid p tchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 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 restrained by other means.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S)Standard
Job Truss Truss�Type Ply Margaret Babbot/Jennifer Ryan
c�
at
Floor e M�
150833596E 2F01�L Roor Supported�Gable 1 1 1
�Job Reference(folnfional)
Run:7.610 s Jan 29 2015 Print 7.610 sJan 29 2015 milek industries,inc. Mon Oct 19 20:39:51 2015 Page 1
Universal Forest Products ID:SYe7DNz?7dmVn2g4GLL44yhhyD-gwbOdwgWgUUYxQ?HjUoSvZxEEGC2y?l63205RayR[Sc
0 8 0-�-8
Scale=1:50.3
3x6 FP= 3x6 FP
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 120 21 22 23 24 25 26 27
o ..........
54 6
S
BLt S Sit LS 11 11�s I �N�
52 51 so 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29
3x4 3x4 3x6
3x6 FP=
31-0-0
31-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) r✓a rVa 999 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a rVa 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TI-) 0.00 28 We n/a Weight:93 lb FT=4%F,4%E
BCDL 10.0 Code IRC2009/TP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 SPF No.2(fiat) BOTCHORD, Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS. (lb/size) 52--57/31-0-0,28=-14/31-0-0,51=161/31-0-0,50--160/31-0-0,49--160/31-D-0,48--160/31-0-0,47=160131-",46--160/31-0-0,45=160/31-0-0,44--159/31-0-0,43--163/31-0-0,42=163/31-0-0,
41=159131-M,40=160/31-0-0,39--160/31-0-0,38--160/31-",37=160131-D-0,36=160/31-0-0,35=159/31-0-0,34=163/31-0-0,33--163/31-0-0,32=160/31-0-0,31=159/31-0-0,
3D--166131-G-0,29--110/31-0-0
Max Uplift28--14(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 52-53---49/0,1-53--48/0,28-54--0/25,27-54--0/27,1-2=-8l0,2-3-8/0,34-8/0,4-5-810,5-6=-8/0,6-7=8/0,7-8-8/0,8-9—WO,9-10---8/0.10-11=-B/0,11-12=-8/0,12-13=-8/0,13-14=-8/0,
14-15-8/0,15-16=-8/0,16-17—al0,17-18—a/0,18-19--8/0,19-20=-8/0,20-21---&O,21-22-8/0,22-23=a10,23-24.atO,24-25x-810,25-261!1/0,26-27=-8/0
BOT CHORD 51-52--0(8,50-51=0/8,49-50--0/8,48-49--0/8,47,18--0/8,46-47=0/8,45-46--0/8,44-45=0/8,43-44=0/8,42-43--0/8,41-42=0/8,40-41=0/8,39-40=0/8,38-39=0/8,37-38--0/8,36-37--0/8,35-36=0/8,
34-35--0/8,33-34--0/8,32-33=0/8,31-32=0/8,3o-31=0/8,29-30=018,28-29--018
WEBS 2-51=13310,3-5D=-13410,4-49-133t0,5A8--133/0,6-47-133/0,7-46-133/0,8-45=13410,944 -133/0,10-43---136/0,12-42=136/0,13-41-133/0,14-40=-134/0,15-39--133/0,16-38---133/0,
17-37=-13310,18-36-13410,19-35-13310,20-34---136/0,22-33136/0,23-32-13310,24-31=-13210,25-30--139/0,26-29---106/0
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. If is the responsibility of the fabricator to
increase plate sizes to account for these factors.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Attach ribbon block to truss with 3-1 Od nails applied to flat face.
4)Gable requires continuous bottom chord bearing.
5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
6)Gable studs spaced at 14-0 oc.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 28.
8)This truss is designed in accordance with the 2009 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSi/TP1 I.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Recommend 2x6strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 31 nails. Strongbacksto be attached to walls at their
outer ends or restrained by other means.
LOAD CASE(S)Standard
IIIIIIIIIIIII11V
Job Truss Truss Type Qty Ply Margaret Babbot/Jennifer Ryan
15083359BF 21`01 Floor 7 1
Job Reference nal
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0-1-8
1-0-0 1-11-0 , 0- -8
H 1�8-{ F 1-48 1 I-1 i ' a=1:51.1
1.5x3 II 4x8= 1.5x3 II 3x6 FP=
1.5x3 II 3x6= 1.54 11 3x4= 1.5x3 II 3x4= 3x6 FP= 1.54 II 4x10= 1.54 II 4x6= 1.54 11 3x4= 1.54 II 3x8= 1.5x3 II
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1 19 20
1 33 34 o
1 o
32 31 30 29 28 27 26 25 24 23 22 21
3x6= 3x8= 3x4= 1.54 II 4x10= 3x6 FP= 4x12= 4x6= 3x4= 4x8= 3x6=
3x8=
14-8-12 31-0-0
14-8-12 16-3-4
Plate Offsets(X Y) [60-1 8 EdOel [23'13-1 8 Edge! (24.0-1-8 Edoel [30:0-1-8 Edoel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.2822-23 >692 480 MT20 197/144
TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.5022-23 >391 240
BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.06 21 n/a Na
BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:113 lb FT=4 1/.F,4%E
LUMBER- BRACING-
TOP CHORD 2x4 SPF No.2(flat)'Except TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except and verticals.
T2:2x4 SPF 2100F 1.BE(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SPF 21 OOF 1.8E(flat)
WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat)
REACTIONS (lb/size) 32--680/0-9-0,27=2206/0-3-8,21=791/0-9-0
Max Grav32=752(LC 2),27=2206(LC 1),21--841(LC 3)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 32-33-75/011-3375/0,21-34-75/0,20-34_75/0,1-2=-5/0,2-3-2346/0,3-4-2346/0,4-5-2474/49,5-6-2474/49,6-7-12 8 61750,7-8--12861750,8-9--12861750,9-10=0/3028,10-1 1=0/3028,
11-12=-1466/450,12-13=-1466x450,13.14=-324510,14-15=-3245/0,15-16=3245/0,16-17=-324510,17-18=-2728/0,18-19=2728/0,19-20=-510
BOT CHORD 31-32 /1428,30-31=0/2700,29-30=-49/2474,2829-49/2474,27-28=1412/0,26-27-1153/0,2526-115310,24-25=0/2534,23-24-0/3245,22-23--M277,21-22=0/1622
WEBS 10-27=-221/0,2-32=-1564/0,9-27=-211210,2-31-0/1015,9-28--0/1670,3-31=-152/0,7-28-15477,4-31-392/134,6-2a--1 610/0,4-30=-661/0,530=0/113,6-29=0/302,19-21=-1777/0,
11-27=-2274/0,19-22-0/1223,11-25=0/1904,18-22=-153/0,12-25=-222/0,17-22=607/0,13-25=131210,17-23=-060/177,13-24=011218,14-24=531/0,1523=-56/101
NOTES-
1)Unbalanced floor five loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these
factors.
3)Attach ribbon block to truss with 3-1 Od nails applied to flat face.
4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
5)"Semi-rigid pitchbreaks including heels"Member end fatty model was used in the analysis and design of this truss.
6)Recommend 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 restrained by other means.
7)CAUTION,Do not erect truss badkwards.
LOAD CASE(S)Standard
B4-2 MA UFP Belchertown,LLC
20182 AllaxeNa 81mss Uesign MSI:0.72
NOTE: LOAD TABLE 2 PLIES 1.750 X 11.875 LP LSL 1.75E DESIGN CRITERIA : VSI: 0.44
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED RSI:0.53
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE({1.OTHER LOAD CASES
THEERS.VERIFICATION SHOWN AS DETERMINED BY FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. TOGETHER (REFER TO NOTES).
OTHERS.VERIFICATION OF LOADING,NDANCTI IS (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DIVE LOAD 15 PSF
L1MfTATION8,FRAMING METHODS,W NDAND SEISMIC
BRACING,AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 55 PSF
ARWAYS REQUIRED IS THE RESPONSIBILITY OFTHE FT-IN-SX FT-iN-SX
PROJECT ENGINEER OR ARCHITECT.I UISCLAI MALL UNIFORM SNOW LIVE TOP 500 PLF 01-01-D4 06-08-12 1.15
RESPONSIBILITY FORALL PLANS,SPECIFICATIONS UNIFORM SNOW DEAD TOP 450 PLF 01-01-D4 06-08-12 0.90 PLR LEFT SPAN CAM. t 0.00 FT
OR OTHER DOCUMENTS THAT MAYBE USED TO UNIFORM SNOW LIVE TOP 100 PLF 06-08-12 10-11-08 1.15 FLR RIGHT SPAN CARR, 0.00 Fr -
INCORPORFOE THIS COMPONFNT NTOTHE UNIFORM SNOW DEAD TOP 80 PLF 06-08-12 10-11-08 0.90
BUILDING DESIGN. UNIFORM BEAM WEIGHT 13 PLF 00-00-00 10-11-08 0.90 DEFLECTION CRITERIA
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE 1-CONCENTRATED SNOW LIVE TOP 1600 LES 01-02-04MINBRG=3.00" 1.15 LIVE LOAD DEFL: L / 360
LATERAL STABI_" 1-CONCENTRATED SNOW DEAD TOP 400 LIES 01-01-04KINBRG=3.00" 0.90 TOTAL LOAD DEFL: L / 240
3.DO NOT CUT,NOTCH OR DRILL LP LSL 2-CONCENTRATED SNOW LIVE TOP 700 LEE 06-08-12MINBRG-3-00" 1.15
4.SHIM ALLBEARNGS FOR FULL CONTACT. 2-CONCENTRATED SNOW DEAD TOP 700 LBS 06-08-12MINBRG=3.00" 0.90 CODE COMPLIANCES
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL REPORT M
TO SIZE WARNING NOTES: APA PR-L280
S.THIS LP ISTOBE SEDASAFLOORBFJ4M lY. ICC-ES ESR-2403
7.CO NG R IR THIS COMPONENT DESIGN 18 SPECIFICALLY FOR 4P ENGINEERED WOOD PRODUCTS. LADES RR-25783
O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP 1.101178 IS CCMC 13319-R
STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW Florida FL15228
DESIGN ASSUMES ALL"TOP'LOADS ARE BY A DESIGN PROFESSIONAL.
APPLIED TO TOP EDGE OF LP LSL,SUCH THAT
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY.
ATTACH THE TWO PLIES WITH 2 ROWS OF 1 S
(3-112')NAGS AT 12'OC.STAGGER ROWS. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
FROM EACH FACE.NAILS MAY BE COMMON OR ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BOX NAILS WITH A MINIMUM SHANK DIAMETER BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
OF 0.131'.16d SINKERS(3-14')MAY BE '
USED,BUT HALF MUST BE DRIVEN FROM ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
EACH FACE-
CONCENTRATED LOADS MUST BE EQUALLY THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL
DISTRIBUTED TO ALL PLIES.ADDITIONAL LOAD DEFLECTION LIMIT OF U240.(PROVIDED BY THE LP CUSTOMER).
FASTENERS MAY BE REQUIRED. THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS.
wrl
_ sIt =y
�O
���8TE+
1D
� 1 i
11.675
SOPL>d7T REACTIONS (L8S):
MAXIMUM BEARING NUMBER
1 2 1.750
DOWN 6172 3678 3.500
UPLIFT --- --- CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- a 3- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE Gp1/ tp•rQtiil2l n.n.8a�t�
r uC been
LIVE LOD 0.21'(=/622) 0.36"
-DEAD LOAD 0.26 10-11- 8—
TOTAL LOAD 0.38"(L/337) 0.53" THISDRAWNG IB NOT TO SCALE' try
$mitted
Herding BEreatlon U's SdIdS(ertIDLSL,U&W- I-Joist User Nal es(Usalsresporrelde for the accvacydItems ralec) LP Engineered Wood Products IWMI6. IRC 2009 �s U
Temporary and permanent bracing fcrholding component Do not cul.notch,drill or alter LP ShcilSbd LSL,WL and]Joists except as shorn 414 UnIcn SbaA&ito 2000
plumb and lot metaing Isearol forces shall be designed and In published m61e421 from UR Any use of LP SolldStart LSL,LYL and W oasts contrary NBShWile,TN 37218
insulted by olhers.No]coda am to be applied to the to tie limits sat forth heroon,negates any axpmss womanly of the product and LP Phone 801615.7670
component until after all the framing and lastaning are disclaims all Implied wa m+ties including the Implied umna d om of merchantability Fox ggg,763438918
ernnpleted.At no time shelf loads glsatsrthan design and Rues s fora pard.uiausa.
loads be applied to the component
A COPY 11FTH13 DRAWING 19 TO BE GIVEN TO THE INSPkLLING CONTRACTOR.
Design +w
7gt Crl6arla u r(�
The design and maledal epaclsed am In aubatmdal LP and Sandaled am mgistead trsdemorks of Louisiana-Pacific Corporation. DWG
conformity
action Mtiuthe latest revisions c of NDBe Dead load Col.Prop 05 Wa iln Lies of this product may result In uposum b wood dust t SHEET #
deflection Is1-to bormotmsM facbrfcronap.Trial load P• ._
deflection is Inrabnlareous. bate Sure of California b caws cellar. i"'
Fie:IIP0RTLAND3IUSERSEIVIGILfLWIY DOCUMENTSVLP DOCUMENTSIENGINEERINGADENGINEERING SUPPORT17057270572-B4-2.SPX
E13-2 MA UFP Belchertown,LLC
NOTE 2015.2 Allowable Stress Design LOAD TABLE MSI:D.50
2 PLIES 1.750 X 11.575 LP LSL 1.75E DESIGN CRITERIA VSI: 0.45
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED RSI:0.87
THE VERTICALLOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(i).OTHER LOAD CASES TOGETHER (REFER TO NOTES).
OTHER&VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REOUIRED.
LIM RATIONS,FRAMING METHODS,WIND AND SEISMIC FLOOR LIVE LOAD 90 PSF
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) FLOOR LIVE LOAD = 15 PST
BRACING,AND OTHER LATERAL BRACING THAT 13 DISTRIBUTION SOURCE TYPE TOP/SIDS LOAD FROM TO LOAD LDF LABEL FLOOR TOM LOAD = 55 PSF
ALWAYS REQUIRED IS THE RESPONSIBILITY OF THE FT-Itr-S% FT-IN-SX
PROJECT ENGINEER ORARCHITECT.I DISCLAIM ALL UNIFORM SNOW LIVE TOP 80 PLF 02-00-00 05-00-00 1.15 ROOF-LIVE LOAD - 40 PSF
RESPONSIBILITY FORALL PLANS,SPECIFICATIONS UNIFORM SNOW DEAD TOP 80 PLF 02-00-00 05-00-00 0.90 ROOF DEAD IORD - 15 PSF
OR OTHER DOCUMENTS THAT MAYBE USED TO UNIFORM FLOOR LIVE TOP 40 PLF 00-00-00 14-01-00 1.00 ROOF TOTAL LOAD - 5S PSF
INCORPOR/UE THIS COMPONENT NTOTHE UNIFORM FLOOR DEAD TOP 15 PLF 00-00-00 14-07-00 0.90
BUILDINGDESRI'rN. UNIFORM BEAM HEIGHT 13 PLF 00-00-0014-07-00 0.90 FIR LEFT SPAN CARR. 1 0.00 FT
2.PROVIDE RESTRAINTAT SUPPORTSTO ENSURE 1-CONCENTRATED SNOW LIVE TOP 3800 LBS 05-01-12MINBRG-3.00" 1.15 FIR RIGHT SPAN CARR. 0.00 FT
LATERAL STABILITY( 1-CONCENTRATED SNOW DEAD TOP 2400 LBS 05-01-12MIN3110=3.00" 0.90 ROOF LEFT SPAN CARE. 0.00 FT
3.DO NOT CUT,NOTCH OR DRILL IP LSL. ROOF RIG3TC SPAN CARR. 0.00 FT
4.SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES:
6.VERIFY DIMENSIONS BEFORE CUTTING LP LSL. DEFLECTION CRITERIA
TO SIZE. THIS COMPONENT DESIGN 18 SPECIFICALLY FOR 44-ENGINEERED WOOD PRODUCTS. LIVE LOAD DEPL. L / 360
&THIS LP LSLIS TO BE USED ABA USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS 18 TOTAL LOAD DEFL 1 L / 240
OMB\N AND BEAM_Or Y—� STRICTLY N PROFESS ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
R ION EDGE BRACING REQUIRED AT BY A DESIGN PROFESSIONAL-
sr CODE COMPI,TANCES
f1T O.C.OFt LESS REPORT fl
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. APA PR-L280
DESIGN ASSUMES ALL'TOP'LOADS ARE TCC-ES ESR-2403
APPLIED TO TOP EDGE OF LP LSL,SUCH THAT MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL LADES RR-25783
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, CCMC 13319-R
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS Florida FL15229
(3.1/2-)NAILS AT 12'OC.STAGGER ROWS. BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE.NAILS MAY BE COMMON OR PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS.ANCHORAGE DETAIL TO BE
BOX NAILS WITH A MINIMUM SHANK DIAMETER PROVIDED BY PROJECT DESIGNER.
OF 0.131'.16d SINKERS(3-1/4')MAY BE
USED,BUT HALF MUST BE DRIVEN FROM ANCHOR LP LSL ROOFIFLOCR BEAM SECURELY TO BEARINGS OR HANGERS.
CONCENTRATED LOAD$MUST BE EQUALLY
DISTRIBUTED TO ALL PLEB,ADDITIONAL
FASTENERS MAY BE REQUIRED.
(2)Waming: High Uplift
0
11.875
SUPPORT REACTICNS (LBS):
MAXIMUM BEARING NUMBER Sao
1.750 ;
DOWN 1 0 10180 762 3.500 (2) v a�TTaafWf�uu'sEM ys
UPLIFT 3798 --- --- CROSS SECTION Ota�7a>•a
MIN BEARING SIZES (IN-SX) NM
3- 8 3- 8 3- 8
MAXIMUM DEFLECTICNS
CALCULATED ALIAKAELE
LIVE LOAD 0.08-W1740) 0.40" 2- 7- 0 12- 0- 0 At
-DEW LDAD 0.09• 14- 7- 0
TOTAL LOAD 0.14"(L/1001) 0.59^ '"'THISDRAWNG IS NOT TO SCALE—
Harding&Election LPG Sol(dStia-0 LSL,LVL and Waist Spedlicetiore User Notes(User Isrespundds for Ovacaracyaftessnotes) LP Engineered Wood Products lWalls IRC 2009 20112
Temporary and pamument bracing for holding component Do not cut,notch,ddll or ester LP ShcdStad LSL,LVL and Waists except as shown 414 Union Street,SU1192WO
plumb and far restating latsral fon:ea shall be designed and in published matedal from LP.Any use of LP SdidSted LSL,LVL and Wohda contrary NasMN le,TN 97219
installed by olhem.No Weds are to be applied to the to the limits ask forth hereon,negates any express wemrtty of the poduct end LP phone 8011515.7570 This s iqr qil P has en
component unlit"all the fiaming and f ntening are disclaims all Implied"nantias Including WA implied wanantles of meohanlabifity Fax 986.753 4399 Y
Oompleled.At no time shall loads gmeaterdwt design and 8sross for a paticulause. t•1.r1 ....i.. ;...wS }}�yj
loads be applied to the—panara. LYO^'•�--'*-.••.`.'::; `."", . .a
Design Criteria A COPY 0FTH18 DRAWING IS 1U BE GIVEN TO THE INSTALLING CONTRACTOR. 70572
[Tnh.d.elgn and malady apecifiad w in aubetansal LP and gelidSlad sn agiatared tredemnras of Loulalane-Pacilk Ca p..ti n. DwG #
dn ncl vAth des tarsus rerlalo c of 14)2 O.To Load Cal.P 85 Waming:Use of Vas roduct ma result In ex ure m wood aunt k SHEET #8actlon lnclWsa ad)uatmaM lacmrbrcroap.Total load reP P Y pa sfiactlen la Imwlenlensoua. - to the Stare of California to cwaa cancer.
Fie:IYPORTLAND31USERS$IVIGILILYMY DOCUMENTS\CLP DOCUMENTS\ENGINEERING(®ENGINEERINGSUPPORT70572V0572-B3.2.SPX
B2-2 MA UFP Belchertown,LLC
2015.2 Allocable Stress Design MSI:0.80
NOTE: LOAD TABLE 2 PLIES 1.750 X 9.500 LP LSL 1.73E DESIGN CRITERIA VSI: 1142
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED RSI:0.43
THE VERTICALLOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1).OTHER LOAD CASES TOGETHER (REFER TO NOTES).
OTHERS.VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED LIVE LOAD 40 PSF
LIMITATIONS,FRAMING METHODS,WINDAND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD a 20 PSF
BRACING,AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD = 60 PSF
AIWAYSREQUIRFDIS THE RESPONSBILITYOFTHE FT-IN-SX FT-IN-SX
PROJECT ENGINEER ORARCHRECT.I DISCLAIM ALL UNIFORM FLOOR DEAD TOP 625 PLF 00-00-00 01-06-00 0.90
RESPONSIBILITY FOR ALL PLANS,SPECIFICATIONS UNIFORM FLOOR LIVE TOP 475 PLF 00-00-00 07-06-08 1.00 FLR LEFT SPAN CARR. 0.00 FT
OR OTHER DOCUMENTS THAT MAYBE USED TO UNIFORM BEAM WEIGHT 11 PLF 00-00-00 07-06-08 0.90 FLR RIGHT SPAN CARR. 0.00 FT
INCORPORATE THIS COMPONENT INTO THE 1-CONCENTRATED SNOW LIVE TOP 14DO LBS 03-01-04MINBRG=3.00" 1.15
BUILDING DESIGN. 1-CONCENTRATED SNOW DEAD TOP 1150 LBS 03-01-04MINBRG-3.00e 0.90 DEFLECTION CRITERIA
2 PROVIDE RESTRAINTAT SUPPORTSTO ENSURE LIVE LOAD DEFL: L / 360
LATERALSTABLITY WARNING NOTES: TOTAL LOAD DEFL: L / 240
1 DO NOT CUT,NOTCH OR DRILL LP LSL
4.SHIM ALLBEARINGS FOR FULL CONTACT. THIS COMPONENT DESIGN 18 SPECIFICALLY FOR Los ENGINEERED WOOD PRODUCTS. CODE COMPLIANCES
5.VERIFY DIMENSIONS BEFORE CUTTING LP LSL USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP WOIST813 REPORT #
TO SIZE. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW APA PR-1,280
S.THIS LPL S-ISTOBEUSEDASAFL.00R BEAM ONLY. BY A DESIGN PROFESSIONAL ICC-ES SSR-2403
T.COMPFESSIONED GE INGF�E I LADES RR-25703
81'O.C.OR LESS. PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. CCNC 13319-R
Florida FL15228
DESIGN ASSUMES ALL'TOP'LOADS ARE MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL
APPLIED TO TOP EDGE OF LP LSL.SUCH THAT BEAM AS DESIGNED.IT IS THE RESPONSBILITY OF THE PROJECT ENGINEER
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
(3112')NAILS AT 12'OC.STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
FROM EACH FACE.NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL
OF 0.131'. 16d SINKERS(3-114')MAY BE LOAD DEFLECTION LIMIT OF LJ240,(PROVIDED BY THE LP CUSTOMER).
USED,BUT HALF MUST BE DRIVEN FROM THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS.
FAr.H FACE
CONCENTRATED LOADS MUST BE EQUALLY
DISTRIBUTED TO ALL PLIES.ADDITIONAL
FASTENERS MAY BE REQUIRED.
I
t�x III y
OCM�
STFOMML
* WA
Y
SUPPORT REACTIONS (LBS): 9.500 inTSr� �'M4*
MAXIMUM BEARING NUMBER
2 1.750 #fyiLiM�
DOWN 5035 4661 3.500
UPLIFT - CROSS SECTION
NTN BEARING SIZES (IN-SX)
3- B 3- 8 y, yf
MAXIMUM DEFLECTIONS ThiS TJIgp no lire haS ail
CALCULATED ALLOWABLE
LIVE LOAD 0.10'(L/891) 0.24"
+DRi-.D LOAD 0.22' 7- 6- 8
Tam LOAD 0.25'iL/354) 0.36" —THIS DRAWING D NOT70SCALE-
Hading3EractlOn LPNISdiclStallLSL LVL and l-JdstSpecifications User NoWs(User isresparslde for 0»ecar-vof then,no a) LP Engineered Wood Products 10/26,15 IRC 2009 7Ute3
lbmporary and permanent booing for holding component Do not cut.notch,drill welter LP SeildStart LSL,LVL and Waists except ae shown 414 Union Strati,S1db 2000
plumb and for resisting lateral forces shell be designed and In published material from LP.Any use of LP SolidStart LSL,LVL and Waists contrary NasWIIa,TN 37219
Installed by others.Ne foods are to be applied to the to the melts set forth hereon,negates any express warranty,of the product and LP Fhmw 000.515,7570
component until after all the froming and intoning no dlsclalms all Implied wamrdes Including the Implied warranties of merchenkbgily Fax 866.753.4369
completed At no time shall loads greater Bern design out fitness toe a parlieuleruae,
loads be applied to the component.
Design criteria A COPY OFTHIS DRAWING IS To BE GIVEN TO THE INSIALUNG CONTRACTOR. 70572
The design end material specified ere In substantial LP and So1IdSWt an registered owl—ek.of Leul.1 a-Paelac Corporation. DWG #
conformity wile the latest revisiorro of ND&'Dead load
danection Includes adjustment factor Furereep.TAW load Cal.Prop 65 Waning:use of this product may result in exposure to wood dust,kn SHEET # 3 of 5
delec lon Is Instantaneous. to Ns Slate of Calfomia b ceusa cancer.
File:\WORTLANCOUSERS$IVIGILILWY DOCUMENTSIQLP DOCUMENTS tENGINEERiNGIgENGINEERINO SUPPORT170572170572-82-2.SPX
131-3 MA UFP Belchertown,LLC
2015.2 Allowable Stress Daaign MSI:0.81
NOTE: LOAD TABLE S PLIES 1.790 X '111,11175 LPL L .75E DESIGN CRITERIA VSi: 0.71
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 3 - PLIES FASTENED R61: 1.00
THE VERTICALLOADS SHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE((i)).OTHER LOAD CASES TOGETHER (REFER TO NOTES).
OTHERS.VERIFICATION OF LOADING,DEFLECTION FOR PATTERN WE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD 4 D PSF
UMR'ATIONS,FRAMING METHODS,WIND AND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) ante LOAD m 20 PSF
BRACING,AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD 60 PSF
AWJAYSRE QUIREDISTHERESPONSIBLITYCIFTHE FT-IN-SX FT-IN-SX
PROJECT ENGINEER ORARCHITECT.IDISCLANMALL UNIFORM FLOOR LIVE TOP 775 PLF 00-00-00 34-00-00 1.00
RESPONSIBILITY FORALLPLANS,SPECIFICATIONS UNIFORM FLOOR LIVE TOP 775 PLF 09-04-08 20-01-00 1.00 PLR LEFT SPAN C'ARR. 0.00 FT
OR OTHER DOCUMENTS THAT MAYBE USED TO UNIFORM FLOOR LIVE TOP 775 PLF 00-00-00 03-07-08 1.00 FLR RIGHT SPAN CARR. ; 0.00 FT
INCORPORATE THIS COMPONENT INTO THE UNIFORM FLOOR DEAD TOP 400 PLF 00-00-00 34-00-00 0.90
BUILDINGOESION. UNIFORM FLOOR DEAD TOP 400 PLF 09-04-08 20-01-00 0.90 DEFLECTION CRITERIA
2 PRONOE RESTRANTAT SUPPORTSTO ENSURE UNIFORM FLOOR DEAD TOP 400 PLF 00-00-00 03-07-08 0.90 LIVE LOAD DEFL: L / 360
LVI301 STABILITY UNIFORM FLOOR DEAD TOP 170 PLF 20-05-00 34-00-00 0.90 TOTAL LOAD DRFL; L / 240
3.DO NOT CUT,NOTCH OR DRILL tP LSL UNIFORM BEAN WEIGHT 20 PLF 00-00-00 34-00-00 0.90
4.SHIM ALLBEARINGS FOR FULL CONTACT. 3-CONCENTRATED FLOOR LIVE TOP 1800 LBS 03-07-OBMINBRG.3.00" 1.00 CODE COMPLIANCES
S.VERIFY DIMENSIONS BEFORE CUTTING LP LSL 3-CONCENTRATED FLOOR DEAD TOP 900 LOS 03-07-OSMINBRG=3.00" 0.90 REPORT #
TO SIZE. 4-CONCENTRATED FLOOR LIVE TOP 1800 LBS 09-04-08MINORG=3.00" 1.00 APA PR-L280
6.THISIPLSLISTOBEUBED A FLOOR BEAM ONLY 4-CONCENTRATED FLOOR DEAD TOP 900 LBS 09-04-08MINBRG"3.00" 0.90 ICC-E9 EBR-2403
7.COMPRESSI�OHE GREQUIRED AT 1-CONCENTRATED FLOOR LIVE TOP 3350 LBS 20-01-00MINBRG=3.00" 1.00 LOABS RR-25783
52"0.0.OR LESS. I 1-CONCENTRATED FLOOR DEAD TOP 1700 LBS 20-01-00MINBRG=3.00" 0.90 CCMC 13319-R
2-CONCENTRATED FLOOR LIVE TOP 3350 LBS 27-07-OOMINBRGe3.00" 1.00 Florida FLIS228
DESIGN ASSUMES ALL-TOP"LOADS ARE 2-CONCENTRATED FLOOR DEAD TOP 1700 LBS 27-07-OOMINBRO=3.00" 0.90
APPLIED TO TOP EDGE OF LP LSL,SUCH THAT 6-CONCENTRATED FLOOR LIVE TOP 280 LES 27-09-08MINBRG=3.00" 1.00
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. 6-CONCENTRATED FLOOR DEAD TOP 280 LBS 27-09-DOMINBRG=3.00" 0.90
ATTACH TWO PLIES WITH 2 ROWS OF 1Sd 5-CONCENTRATED FLOOR LIVE TOP 1800 LES 29-07-DOMINBRG=3.00" 1.00
(11AR-)NAILS AT I2"OC.FROM 5-CONCENTRATED FLOOR DEAD TOP 900 LSS 29-07-08MINBRG=3.00" 0.90
ONE FACE ONLY.STAGGER ROWS.FLIP
BEAM AND ATTACH THE THIRD PLY WITH 2 WARNING NOTES:
ROWS OF 16d(3-1/2")NAILS AT 12'OC.TO
THE UN44MLED SIDE OF THE FIRST TWO THIS COMPONENT DESIGN IS SPECIFICALLY FOR L•P ENGINEERED WOOD PRODUCTS.
PLIES. STAGGER ROWS.NAILS MAY BE USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS
COMMON OR BOX NAILS WITH A MINIMUM STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
SHANK DIAMETER OF 0.131'.led SINKERS BY A DESIGN PROFESSIONAL.
f3-1L4'I MAY BE USEQ-
CONCENTRATED LOADS MUST BE EQUALLY PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY.
DISTRIBUTED TO ALL PLIES.ADDITIONAL
FASTENERIB MAY BE REQUIRED. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LSL
BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
(1)Warning: High Reaction
U (D
SUPPORT REACTIONS (LBS): 11.875
MAXIMUM BEAR ING NUMBER 4
1 2 3 4 5 1.750 grptlCTufVLL.
DOM 22649 22177 23938 7263 5.250 (1) (1) (1) W36044
MIN BF2LR'BM1 SIZES (IN-SX) CROSS SECTION � OI�t��` ♦
10- 0 - 9 4- 8 4-1 10- 0
MAX114U N DEFLECTIONS JtgMAt
CALCULATED ALLOWABLE
LIVE LOAD 0.14"(L/727) 0.28" 8-11- 0 4c e• 1- 0 a- 1- O 8-11- 0
-DEAD II1AD 0.11"
34- 0- 0
TOTAL ICIAD 0.21"(L/484) 0.42- -THIS DRAWiNGIS NOT TOSCALE- 1,
HeodlingBEredan LPOScildS OLSL,L%kadWaistSpecifications User Notea(Usalsrespmsltie for ltre00otif yatlmeenotnej LP Engineered Wood Products tLo� �y���n�}}tlr(.�„}� begin
Temporary and pe0narwrii bract for holding co and Dondout notch.drill oraltar LP SolidSlat LSL,LVL and Waists axcatwahown t21N�'
n➢ s mPon P 414Wlla.Street,Sulfa2(100
plumb DIM for reslstlrp lateral tones-stroll be designed in published material flan I.P.Any use of LP 6oIld5tat LSL LVL and I,lalats con 8p��1 tt}►"i ,v�.t;-" L(�/A 1 i r�tl
Installed by odtm.No loads are to be applied b the to the limits set faith hereon,negates any express meenrty of Me p oduct and LP Phone O TN 37219
component until seer dl the framing and fastening are disclaims all implied wamn0es including the Implied tsarrantiss of man:lwhibility Phone 800.515.7671)
completed.At no Brrw shall loads greaser than design and fitness fora particular use. Fax 888.7514308
loads be applied to the compo wnt
Design CrBala A COPY OFTH13 DRAWING 13 TO BE GIVEN TO THE INS7At.LNG COIJTRACTOR
The design and mmadsl specified in a to substantial W and ShcdSlad am registered bedemi ka of Loulalarwfacirm Gaporason. DWG 70572
conformity with iha latest mrisicne afNOS.'bad load
ds8aolion includes ad)usinwnlfactortorcreep.TaW load COU PropM Wamlrpg Use Df Mls Product may result in exposure to wood dust,lmo SHEET # 2of5
daneollon Is Inat*rft a us. b the State of California to cause cancer.
File:HPORTLAND3WSERSAVIGILILWY DOCUMENTSI*LP DOCUMENTSIENGINEERING{®ENGINEERING SUPPORT170572U70572-S".SPX
B1-2 MA UFP Bekhertown,LLC
20152 Ailowsbie Shower Design Mal:0.51
NOTE: LOAD TABLE 2 PLIES 1.750 X 7.250 LP LSL 1.75E DESIGN CRITERIA VSI: 0.29
1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN COD7SISTE OF 2 - PLIES FASTENED RSI:0.23
THE VERTICALLCWDSSHOWN AS DETERMINED BY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(1).OTHER LOAD CASES TOGETHER (REFER TO NOTES).
OTHBi3.VERIFICATION OF LOADING,DEFLECTION FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD - 40 PEP
LIMMATIONS,FRAMING METHODS,WINDAND SEISMIC (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER) DEAD LOAD =. 20 PSF
OWING,AND OTHER LATERAL BRACING THAT IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF LABEL TOTAL LOAD 60 PSF
ALWAYS REQUIRED IS THE RESPONSIBILITY OFTHE FT-IN-SX FT-IN-SX
PROJECT ENGINEER ORARCHITECT.IDISCLAiMALL UNIFORM FLOOR LIVE TOP 620 PLF 00-00-00 05-09-00 1.00
RESPONSIBILITY FOR ALL PLANS,SPECIFICATIONS UNIFORM FLOOR DEAD TOP 31D PLF 00-00-00 05-09-00 0.90 FLR LEFT SPAN CARR. 0.00 FT
OR OTHER DOCUMENTS THAT MAYBE USED TO UNIFORM SHAM WEIGHT 9 PLF 00-00-00 05-09-00 0.90 FLR RIGHT SPAN CARR. 0.00 PT
INCORPORATE THIS COMPONENT INTO THE
SUILDtNG DESIGN. WARNING NOTES: DEFI=TIOM CRITERIA r
2 PROVIDE RESTRANTATSUPPORTSTOENSURE LIVE LOAD DEFL: L / 360
LATERAL STABILITY THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. TOTAL LOAD DEFL: L / 240
3.DO NOT CUT,NOTCH OR DRILL LP LSL USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LOL OR LP I-JONTS IS
4.SHIM ALLBEARINGS FOR FULL CONTACT. STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES
S.VERIFY DIMENSIONS BEFORE CUTTING LP LSL BY A DESIGN PROFESSIONAL REPORT #
TO SIZE APA PR-L280
THI I TO BE USED ASA FLOOR ONLY. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LBL ICC-ES SSR-2403
EDGE BRACNG REQUI RED Ar BEAM AS DESIGNED.IT IS THE RESPONS13JUTY OF THE PROJECT ENGINEER, LODBS RR-25783
EACH END OF COMPONENT, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 13319-R
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS, Florida PLIS228
DESIGN ASSUMES ALL'TOP'LOADS ARE
APPLIED TO TOP EDGE OF LP LSL,SUCH THAT ANCHOR LP LSL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. -
ATTACH THE TWO PLIES WITH 2 ROWS OF 18d
(3-IW)NAILS AT 12.00.STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE.NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131".161 SINKERS(3-114")MAY BE
USED,BUT HALF MUST BE DRIVEN FROM
EACH FACE.
IF r
EM M
FrRUCTUM
SUPPORT REACTIONS (LBS): 7.250}
MAXIMUM TEAR Z N G NUMBER I- 1.750
DOM 2697 2697 I 3.500 �0110T1C*
UPLIFT --- ..__ CROSS SRCI.'IONaLI��C
MTN RRARTNG SIZES (IN-SX)
3- 8 3- 8
NAXI"DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0.08"(L/866) 0.18"
"DEAD LOAD 0.06" 5- 9- 0
TOTAL ILIAD 0.11"(L/572) 0.27" ""THIS DRAWING IS NOT TO SCALE"'
Handire&Erection LPWShcdSWAO M.LVL rest 1-JoistSpadOcrelllom User Notes(User is respotolible for ft—uracyd11—riles) LP Engineered Wo
7inporary and pemraent Waking for holding component Do not out retch,drill or sitar LP sdfdSWl LSL,LVL and I,loiste except"shown 414 Union Staat',Sulte
plumb and for resisting Island faces shall be designed and in published material ham LP.Any use of LP SaIdStart LSL,LVL and Wolsk contrary - NaNTA119,TN 37219
Installed M otitsre.No loads are w be applied to the to tire limits sat forth hansom,negates any express rranady of the product and LP Phone 804515.7570
component until a8erall the frandng and fastening are disclaims all Implied warranties Inohrding the Implied warranties of matchantebility Fax 86117534388
completed.At no gene shall loads greater than design and li ness for a particular use.
look tea applied to tin component.
Design Criteria A COPY OF71,11 9 DRAWING M TO BE GIVEN TO THE INSTALLING CONTRACTOR. 70572
Tha design and material specified are In substantial LP and SolldBter are registered trademarks of LoulslanaPactac Corporation. DWG #
conformity ertir the latest seldom of NDS.'Dead load Cal Prep 6S Warning:Use of this product may result in exposure to wood dust,kno
deflection Includes adjustment fa¢ter for creep.Total load SHEET # 1 Of 5
deae¢dan is Inal niansaw. a the sine of California a cause cancer.
File:11PORTLAND3IUSERSS%VIGIULWY DOCUMENTS\CLP DOCUMENTS IENGINEERINGI@ENGINEERING SUPPORTI70672\70572DI-2.SPX
' I�l
LP LP Job 74572
October 28,2015
To; Norman Scheel Struct.Engg. From: LP EWP Engineering/ israei igii
Fax: 916.536.0267 Fax: 866.753.4369
Phone: 916.536.9585 Phone: 800.515.7570
Re: Seals Required Pages 6 including cover sheet
Drawings 5
We are sending you the following items:
X CALCULATIONS _ OTHERS(SEE NOTES BELOW)
REPAIR DETAILS
,lob Name: Margaret Babbot/Jennifer Ryan—Village Hill, Ford Crossing
Request MA Normal seal
Mail AND faxlemail copy to us Fax or
email scanned copy to:
UFP email. srosinski(Muti.com
Attn:Steve Rosinski
155 Bay Rd.
Bel
Belchertown,MA 01007
Pis.mail original seals to:
Tel, (413)323-7247 Address above
Fax. (413)323-5257
Notes:
Please email a PDF copy of the Seals to Steve.
LOUISIANA-PACIFIC CORPORATION
414 Union St,Suite 2000
NashWfie, TN 37219
EWP.Desian(cD17CQnp.CC`!n
Privacy and carfidendaffty Notice: The information contained In this communication is confidenbei and intended solely for the use of the indNidual to whom it is
addressed and others authorized to receive It If you are not the intended recipient,any disclosure,dWinlwtlon,or taking of any action in raiiance an the contents of this
information is prohibited.If you have rwieved this communication in errs,please immedlate/y notify the sander at the phone number indicated,and return the original
message and documents via mac to the sender.
y '
ENERGY EFFICIENCY PLAN
K
Specifications Used in Analysis
Lighting 100% high efficacy lighting
Refrigerator ENERGY STAR
Dishwasher ENERGY STAR
Clothes Washer Any
2. Preliminary Home Energy Rating Results
Based on the assumptions described above, we have calculated the following Preliminary Home Energy Rating results.
Preliminary HERS Index: 42
Preliminary Improvement Over 2014 Mass. Reference Home v2: 50.6% -Tier III"
Note that Confirmed Home Energy Rating results may vary from the Preliminary Home Energy Rating results due to
changes in building plans, energy features installed in the home, RESNET standards, software changes, and other
factors.
3. Services Requested
CET will provide a Confirmed Home Energy Rating for the purpose(s) indicated below. CET will charge fees for these
activities based on the Price List attached to your Home Energy Rating Services Agreement.
• Stretch Energy Code compliance
• Mass Save Residential New Construction Incentives Tier 111
• ENERGY STAR version 3.1 certification
As part of these services, CET will verify whether your home meets the requirements of the applicable program.
have reviewed and understand this Energy Efficiency Plan. I have reviewed the assumptions in part 1 and confirm that the
assumptions are correct.
Signature: Date:
Printed Name: Company:
HERS Rater: Mark Newey, Date: 9/15/15
Page 2 of 2-Please send signed form to the Center for EcoTechnology
Tel(413)586-7350 ext.242-Fax(413)586-7351 -greenhomeAcetonline oro
CENTER FOR
Ecoiennology",
we make green make sense-
ENERGY EFFICIENCY PLAN
Project Location: Babbott/Bryan Residence, Village Hill, Northampton MA
Conditioned Floor Area 2889 ftz
Volume 2452811V
Building Type Detached Sin le Family
Bedrooms 3 bedrooms
1. Assumptions for Preliminary Home Energy Rating
CET has completed a Preliminary Home Energy Rating with the following assumptions:
a) The construction plans you have provided are accurate, including window dimensions and locations.
b) Energy features not listed below in part c will meet the prescriptive requirements of the IECC 2009.
c) The home will be built to incorporate the following energy features:
ul�lr�inh Errt .J� Specifications Used in Analysis
Foundation Walls R12 Superior Wall + R19 Fiberglass Batts Grade 1
Rim Joist 4"Water-Blown High Density Spray Foam R20 Grade 1
Double stud wall: 2x4 framing with 2" gap
Above Grade Walls 3"Water-Blown High Density Spray Foam (R-14.7)
and 6" Cellulose R-21 Grade= 1
Band Joist 4"Water-Blown High Density Spray Foam R20 Grade 1
Windows U-value = 0.21 SHGC= 0.22
Glass Doors U-value= 0.21 SHGC = 0.22
Flat Ceilings—First Floor 2x12 framing with 8 Water-Blown High Density Foam R-39 Grade= 1
Flat Ceilings—Second Floor 2x4 framing with 1"Water-Blown High Density Foam (R-5)
15" cellulose R-56 Grade = 1
Blower Door Test* 1.5 ACH50 or better*
Thermal Enclosure Rater Checklist Meet Checklist Requirements as verified by a HERS rater at pre-drywall
Parts 3 &5 and final inspection
s
x
Specifications Used in Analysis
(�Imb` � can�ca' 5 stsr�s N
Heating &Cooling Equipment 98%AFUE Furnace + 18.5 SEER A/C
Located in conditioned space
Ductwork Total leakage<6 CFM/100 ft' measured at rough-in
Returns in all bedrooms
Water Heating Equipment 0.82 EF Natural Gas On Demand Water Heater
Bathroom Faucets and Showerheads Water Sense Labeled
ERV 70% sensible recovery, 50%total recovery
Whole House Ventilation 55-66 CFM, 50 watts
Intake and Exhaust>10 ft apart and 4 ft above grade
Minimum 6" hard metal duct
Kitchen Exhaust Minimum 100 CFM measured exhaust
250+ CFM nominal fan recommended
Page 1 of 2
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:
22 Ford Crossing—Lot 18
Inquiry Made By: Wright Builders, Inc—413-686-8287 x 116 Linda
Date of Inquiry: 10/19/15
Reason for
Request: Building new single family w/detached garage
Municipal Sewer Main in Front of Location: Yes _) No
Municipal Storm Drain Available: 5 '/:deep Yes _Y No
Size of Sewer Main: Material: (� v Age:,
�A
Depth of Sewer Main:
Length of Sewer Main:
Size of Service Connection:
Type of Service Connection:
Tie-in to Sanitary Main Tie-in to Sanitary Stub
Comments: y 6 nl i Mn P6 2T_ Y
City Requires 6" cleanout installed at City Property Line
Note: If this availability Is for new construction, this form must be hand delivered to
Buildings 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.
John Hall /
Sewer Department
cc: Ned Huntley, Director DPWO
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: 22 Ford Crossing—Lot 18
Inquiry Made By: Wright Builders,Inc—413-586-8287 x 116 Linda
10/19/15
Date of Inquiry:
Number of Type of Single Family X Type of Private X
Units: 1 Units : Ownership:� ) Apart. Comm. p: Condo
Multi-family Rental
(Annlieant to fill not the ahovel
Municipal Water Main in
Existing service to
Front of Location? Yes: No: site? Yes: No
/1
Size of Water Main: 8 Material: Age:
Approximate Static Street /�f°' Flow Test Conducted:Yes: No:
Pressure: .7 If done attach results
/t
Size of Service Connection
Suggested Meter Size: 1 r/0
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
system.
+ Arrangements of such installation shall be made with the Northampton Water Department with a minimum
of 5 working days notification.
• All ork shall conform to Northampton Water Department specifications.
Gregory R.Nuttelman, Superintendent of Water Dept.
Water Entry$ Z0 Meter$ �/ Radio$
cc: Ned Huntley,Director
Note:If this availability is for a new construction,it must be hand delivered to the Building
Inspector. cc
'`tsm6lladininipemiits�Watei:Appliciaion\"Katcr Availahility,doc 335-
Wright Builders,Inc.
48 Bates Street
Northampton, Ma 01060 Date 10/22/2015 jJob No. 16-970
Attention:
(413) 586-8287 Re:
Fax (413) 587-9276 Babbott/B an - New House
22 Ford Crossing
To: Louis Hasbrouck/ Chuck Miller Northampton, MA 01060
Northampton Building Dept
We are Sending You W/ Attached F Under Separate Cover via
The Following Items:
r— Shop Drawings F_ Prints F- Plans 7 Samples F_ Specifications
F Copy of Letter F Change Order F
Copies Date No. Description
1 10/16/15 Superior Walls - Stamped Foundation Drawings
1 10/19/15 Water Availability
1 10/19/15 Sewer Availability
These are Transmitted as checked below:
f� For approval F Approved as submitted F" Resubmit _copies for approval
f-4 For your use f- Approved as noted F Submit copies for distribution
P° As Requested f" Returned for corrections Return corrected prints
r" For review and comment
l,_ FORBIDS DUE F_ PRINTS RETURNED AFTER LOAN TO US
Remarks
Hi Louis/ Chuck,
I believe this completes the last of open items. Please let me know if you have any questions or need
additional info.
Thank you
Copy to File
Signed: Linda Gaudreau
Y
-----------------------------
Official Receipt for Recording in:
Hampshire County Registry of Deeds
33 King St.
Rorthampten, Hessachusetts 01060
Issued To:
WRIGHT BUILDERS
48 BATES ST
1-413-586-8287
HORTHAHPTOH MA
Recording Fees
Document Recording
Description Humber Book/Page Amount
DECIS 00025362 11489174 $75.00
PLH-2014-0009/WRIGHT BUIL
$75.00
Collected Amounts
Payment
Type Amount
r---------------------- ----- ------_.._.--_
Check 44140 $75.00
175.00
Total Received 175.00
Less Total Recordings: $75.00
change Due $.00
Thank You
MARY OLBERDIHB - Register of Deeds
By: Beth C
Receiptl Date Tire
0268380 10/09/2013 09:29a
Planning-Decision City of Northampton
Hearing No.: PLN-2014-0009 Date:September 18, 2013
!LING DEADLINE G DATE HEARING CONTINUED DATE: DECISION DRAFT BY: APPEALDAM
8/22/2013 9/5!1013 0WY2013
REFERRALS IN DATE HEAMS DEADLINE DATE: HEARING CLOSE OATE6 FINAL SIGNING BY: APPEAL DEADUNE:
8/29/2013 10/17)2013 9/12/2013 912612013 1"2013
FIRST ADVERTi O DATE: HEARING DATE VOTING DATE: DECISION DATE:
8119/2013 Wf2/2013 9/12/2013 WI&2013
ND ADVEMING DATE NG TIME TING DEADLINE: ELISION DEADUNE:
9/5/2013 7.170 PM 12/11/2013 12F1 i/2013
MEMBERS PRESENT: VOTE
John Lutz votes to Grant
Debin Bruce votes to Grant
Ann DeWitt Brooks votes to Grant
Jennifer Dierfnger votes to Grant
Mark Sullivan votes to Grant
Francis Johnson votes to Grant
N MADE BY: ISECONDED BY: 7TTE COUNT CIS�Nk Fiancfs Johnson Ann DeWitt Brooks Approved with Conditions
MINUTES OF MEETING:
Available in the Off7cs of Planning$Development
1,Carolyn Mk-;m%as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify
that a copy of this and all plans have been ffled with the.Board and the City Clerk on the date shown above.
I CWP that a Ppy of 1 Is FrIonnas been mailed to the Owner and Applicant:
Notice ofAppeal
An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt 40A,Section 17 as
amended within twenty(20)days after the date of the filing of the notice of the decision with the City Cleric The date Is fisted above. Such
appeal may be made to the Hampshire Superior Court with a certiffed copy of the appeal sent to the City Clerk of the City of Northampton.
cz
SEP 18 . 2013 r
I L.
October 9, 2013
I, Wendy Mazza, City Clerk of the City of Northampton, hereby certify that the above
.---Decision of the Northampton Planning Board was filed in the Office of the City Clerk
on September 18, 2013, that twenty days have elapsed' since such filing and that no appeal
has been filed in this matter.
Attest:
City Clerk
City of Northampton
- - A
GeoTMSS 2013 Des Laurlem Municipal Solutions,Inc. T RE
.B T;$ ,&UYgLB5nD9
Planning:Decision City of Northampton
Hearing No.: PL N-2014-0009 Date:September 18,2018
7 Do n e T).All streets fronting the protect,except for Vluage Hill Road from Moser Street to the mid-block
F#
cnosswaik,are subject to the 5-year moratorium for newly paved roads,which requires milling and
overlay for the full width of the road and 20'beyond the limit of any cuts made In the pavements
Including granite curb reconfiguradon.All trenches shall be backtilled with tlowable flit.Curb cuts
proposed to be relocated on Musente Drive and Moser Street with pull-off parking and drainage
reconfigured on Moser as part of the curb cut relocation are subject to the 5-year moratorium.The
plan should show the expected limits of will and overlay due to cuts In the roadway.
# 8 Done 8).Fifteen foot curb radii shall be used
#9 Done g)•Concrete sidewalks at relocated curb cuts shall be 6"thick to the nearest existing panel break
beyond the llrnits of the cut:
#10 Done 10).All sidewalks disturbed by construction shall be replaced to the nearest panel.
#11 Done D�eetectable warning strips shall be instaffed at the approaches to the relocated curb cut on Musante
1#12 Done 12).All granite curbing not reused shall be returned to the DPW yard.
#13 Done 13).all rims and Inverts for proposed sewer and drain manholes and catch basins or Inverts for
existing connection points must be Included on revised plans.
#14 D o n el 14).The drain line from the catch basin proposed to be abandoned west of Building A shall be plugged
with bricks and mortar In the receiving manhole as well as at the abandoned catch basin.
1#15 Done 15).The catch basin proposed to be abandoned on Moser Street shall have the cone section removed,
the pipe plugged with bricks and mortar and the remainder of the structure backf fled with sand The
Inlet pipe at the downstream catch basin shall also be plugged with bricks and mortar.
#1 6 Done 16).The new puU.off parking area shall be stripped of any remaining asphalt and new roadway base
Installed throughout:
#1 7 Done 17).Water and sewerllne sizes and materials and methods of construction shall be approved by
Department of Public Works
#18 Do n e f8)'Any conflicts where water and sewer line crossings are shown at Building and between Building
C and Flats East must be resolved and adequate separation according to Department of Public Works
standards must be met.
FIND*=-
The Planning Board approved the major site plan based upon the following plans submitted with the application and information
materials:
L Upper Ridge at Wilage Hill Prepared for Wright Builders,Inc.by The Berkshire Design group,Ina Dated August 12,2013 Sheets Ls-
L8
2. Upper Ridge Building Elevations by Kuhn Riddle Architects,dated 8112113 Building A,B,Flats East,Flats Wes4 Duplex
The board approved the site plans upon determining compliance with the standards In 350.11.6 as follows.
A.The requested use protects adjoining premises against seriously detrlmenfal uses.The sfte Is Me next phase of residential
development consistent with the master plan showing densities consistent with abutting properties.
B.The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent
streets. This shoe build out wX Incorporate the next segment of links to create an east west pedestrian corridor through the campus.
Driveway points are minimized with shared parking in the mar of the buildings to reduce Impacts on the sidewalk
(1)Traffic mitigation has been addressed at the master plan stage for the redevelopment of the entire campus.
C.The site will function hannonlousiy In relation to other structures and open spaces to the natural landscape,wdsdng buildings and
other community assets in the area as It relates to landscaping,drainage,sight lines,buildings oriantatlon,massing,egress,and setbacks.
D.The requested use will not overload,and will mitigate adverse impacts on,the City's resources,Including the eNect on the City's water
supply and distribution system,sanitary.and storm sewage collection and treatment systems,dire protection,streets and schools.The
construction materials and methods for water fines,sanitary sewers,storm sewers,fire protection,sidewalks,private roads,and other
Infrastructure shall be those set forth In the Northampton Subdivision Regulations E The requested use meets any special regulations
set forth in this chapter.
F.Compliance with the following technical performance standards:
(1)Curb cuts onto streets have been minimized through shared access
(2)Pedestrlam,bicycle and vehicular traffic movement on site must be separated,to the extent possible,and sidewalks must be provided
between businesses within a development and from public sidewalks,cycle tracks and bike paths.
(3)Stormwater will be treated through previously constructed Infrastructure.
COULD NOT DER MTE BECAUSE:
GeoTMS6 2013 Des Lauders Municipal Solutions,Inc.
COMPLETED/ FINAL -
Planning-Decision City of Northampton Status of Planning Board
Decision conditions as of
Hearing No.: PLN-2014-0009 Date:September 18,2013 10/16/15. Emailed to the Nton
APPUCATIONTYPE: SUBMISSION DATE Bldg Dept on 10/16/15.
PB Major Sits Plan 8/1"0f3
Applicant's Name: Ownees Name:
NAME: NAME: �
WRIGHT BUILDERS WRIGHT BUILDERS Bk:11489P9:174 Page:1 of 3
ADDRESS ADDRESS:
48 Bates St 48 Bates St Recorded: 10/09/2013 09:29 AM
TOWN: STATE ZIP CODE: TOWN: STATE: ZIPCODE;
NORTHAMPTON MA 01060 NORTHAMPTON MA 01060
PHONE NO.: FAX NO.: PHONE NO-, FAX NO_
413 5864287 116 413 587-9276 (413)586-8287 1f6 (413 587-9276
EMAILADORESS: EMAILADDRESS:
LGAUDREAUQWR1GHT43UIL0ERS COM LGAUDREAUQWRIGHT-BUILDF.RS COM
Site information: Sutve oes Name:
STREETNO-* SREZONING: COMPANY NAME:
FORD CROSSINGWUAGE HILL RD PV(100)/SG b(fOOY
TOWN: ACTiON TAKEN: ADDRESS:
NORTHAMPTON MA 01060 Approved Wdh Conditions
MAP•. BLOCK LOT: MAP DATE: SECTION OF BYLAW;
k' 018 001 Chpt 350-11:Site Plan Approval TOWN: STATE ZIP CODE;
BooWk:
0925 302 PHONE NO.: FAX NO.:
EMAIL ADDRESS.
NATURE OF PROPOSED WORIC
28 Unit Development within 7 buildings
HARDSHIP:
CONDITION OFAPPROVAL:
#1 Done t) Thirty(30)days prior to bidding construction,civil construction plans for each phase,stamped by a
mgfstered Massachusetts P.E,shall be provided to the Department of Public Works(DPIN)for review
and comment All plans shall incorporate revisions required in the conditions herein below and also
Include.
a.Detalis for granite curb,handicap ramp, sewer deanout detail
b.6 inch concrete thickness for sidewalks crossing driveway openings.
c.Gravel base material forBlt Canes Paving in MoserStraetshall be 8 inches otMi.03.0,Type b with 4
Inches ofprocessed gravel,M1.03.1,above.
d.Gravel for sidewalks in the City ROW shall be processed gravel,ML03.1 with maximum stone size of
2lndres.
#2 Done 7)•Prior to Issuance of a building permit,documents must be submitted to the DPW confirming a
minimum two foot separation between the bottom of the proposed irrtii6ation trenches and the
estimated seasonal high groundwater level.
#3 Done 3).Prior to issuance a building permit for the proposed project and in accordance with the Stormwater
Management Permit for Village Hill Phase 2 Issued to MassDavelopment In 2007,the applicant shell
the applicant shall submit revised drainage calculations that reflect the actual construction that has
been completed and confirms the remaining capacity of the Detention Basins in each Sub-Watershed
area. The applicant shall further meet all otherrequbuments necessary to comply with the original
permit
#4 Done 1 4)•Prior to completion of Building A,the applicant shall His a request through,Department of Public
Works,to begin the necessary procedure for removal of the two previously accepted on-street parking
spaces along Moser Street that will be eliminated as a result of this project
#5 Done 5)•Prior to Issuance of certificate of occupancy for either of the"Bats"apartment buildings,the
applicant shall record a public access easement for the path connection between Musante Drive and
Beech Tree Park
#6 Done 6)•Prior to Issuance of a certificate of occupancy for either of the"flats"apartment buildings.the
applicant shall install directional sign for park at the public path naive Viffage HIB Road Intersection
Indheting access to Beech Tree Park
GeoTMS®2013 Des Lauriers Municipal Solutions,Inc.
a � e _ LiTtU_ tTI c'�'v t7r.�ciiil'7iII7i ���
A:3 31 Jt6ttIrlS
c� DE?A n;rt= 1 Y OF ?I:ILDL\G INS2ECTICNS `O.;�
INCr�Ci QR 212 Main Street ` Municipal Building �' 4^
Ir ortharnptor:, Mass. 0I060
Seuare Fcctaces�.cunt
1ST T�Cr @ r O f ( V
.
2nd _?cor @ ---c — ?
1/2 Flcvrs, Attic, Garace, u 3� ��-•�0
Deck. Pocche.s
r
i
City of Northampton 212 Main Street, Northampton, MA 01060
Solid Waste Disposal Affidavit
In accordance of the provisions of MGL c 40, S54, I acknowledge that as
a condition of the building permit all debris resulting from the construction
activity governed by this Building Permit shall be disposed of in a properly
licensed solid waste disposal facility, as defined by MGL c 111, S 150A.
Address of the work: �-a' (e'p C-e-
The debris will be transported by: W�6 Hl tlpw
The debris will be received by: v AIt" 01w o cr-
of- 5V/iA�P s--. = NG-
Building permit number:
Name of Permit Applicant
(-0 JIL IS
Date Signature of Permit Applicant
8' 0"
I
COLONIA'.POST CAP (f]
TOP RAIL- !"x 3"BOTH
51Dt5 Vv'Tr' '"x3'RAJ LCAP
G"x G'P05T
L Ai'CE ST".E 1N5uT PANELS
3,14"x 2"PIOCET5 AND RAIL5
112"5PACE5 Bf?lIEEN
BOTTOM RAI_- i"x 3"
_ BOTh SIDES
Li
ICI = = III = IIII = III = IIII= II11= �I11= IIII — = IIII m
-IIII ► Iil- Fil IFli =III II-III II-Fli I Fil I III-
o z IAII= = IIII (IIII= = III
-IIII II►1= -IIII II►I=-- � �, o
i01i= - IIII IIII= -IIII w b Z
-III II IIII- -III II I III--- :~
= III = IIII
OH FENCE ELEVATION I I = IIII —III I
III I — IIII Fil -1I I
�o
NOT'-FS,
ALL FENCING MATERIAL 5HALL BE NOR-HERN YMITE CEDAR, 5MDOTh 5AV"'N TO Thf DIMEN510N5 5r0'"'VN ON T11E DRA!'a1NG.
2. ALL PENCE POSTS SHALL BE TREATED'VViTH "OUNAP50L'.
3. DNE Of FENCE TOP 4 50TTOM 5rALL BE IN5-ALLED STRAIGHT 4 TRUE. ALL P05T5* FACING BOARDS OR 5LAT5 R -
5TRAiGHT t TRUE AND PARALLEL t PLUMB. ALL RAiL5 5hALL 5E IN5TALLED.°ARALLE'-F,TRUE, A
1YPE.
A SCREIV
4. ALL PA5TENER5 5HA1 BE GALI/ANI2LD OR ALUMINUr I d
�a
i 0u �C 6� A5 VS
RT• TOE
4 H
3 VS - �" 7 ADVW
.�•• - 5 H
-•�� 1 EC r
AGR 1
1 CFR
4 ADVW
I
ra
HAA
1 BNB
3 JC i
6' HIGH SCREEN
FENCE
7 IGC
3 CAE I
I
I
ADVW 11 Azalea 'Delaware Valley White' Delwore Valley White Azalea 3 gal.
AGR 1 Acer griseum Poperbark Maple 1 .5"-2" cal.
BN 1 Betula nigra 'Heritage' Heritage River Birch 18-24"
CAE 3 Cornus alba 'Ivory Halo' Tatarian Dogwood 5 gal.
CFR 1 Cornus florido 'Rubra' Flowering Dogwood 2"-2.5" cal.
CKF 1 Calamagrostis x acutiflora 'Karl Foerster' Feather Reed Grass 3 gal.
EC 1 Enkianthus companulatus Redvein Enkianthus 3'-4' Ht.
HAA 5 Hydrangea arborescens 'Annabelle' Annabelle Hydrangea 18-24"
H 9 Hemerocallis spp. Daylily 2 gal.
IGC 7 Ilex glabra 'Compacto' Compact Inkberry 24"-30"
JC 3 Juniperus chinensis 'Hetzi Columnaris' Upright Juniper 5-6' Ht.
TOE 2 Thuja occidentalis 'Emerald' Emerald Arborvitae 4-5' Ht.
VS 10 Itea virginica 'Henry's Garnet' Sweetspire 3 9 al.
-ne Planting Revision
Bcrkshirc
Design pp g SK-14
GToup,Inc. U er Rid e
Village Hill,Northampton,MA
A Allen Place Northampton, Nassachusetis 01060
(413)562-7000 FAX(413)582-7005 SCALE: 1"_20' DATE: 8/31/15
ter°^
SECTION 8-CONSTRUCTION SERVICES
8.1 Licensed Construction Supervisor: { � Not Applicable ❑
Name of License Holder: x'1,0 K 1 D' �"' �U� 6 /J y 6
License Number
�9 �A- fir, N o R-T)VA N P��r Mfg 3/� 19
Address '? f�9 Expiration Date
Signatulle� Telephon
9u'Realstered Home Improvement Contractor: Not Applicable ❑
Company Name Registration umbe
Add r Expiration Date
T Telephone Sit _W9
SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(8))
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.......X 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 �( Addition ❑ Replacement Windows Alteration(s) ❑ Roofing F7 7� Or Doors 0
Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [Q Siding[o] Other[�]
Brief Description of Proposed �I eW
Work: IVG�"
Alteration of existing bedroom Yes No Adding new bedroom Yes No
Attached Narrative Renovating unfinished basement Yes 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: 0 Number of Bathrooms
c. Is there a garage attached? �Q( /St'
d. Proposed Square footage of new construction.—KS"S- � Dimension w J I 1
e. Number of stories? —I yV V
� �v OsrA-14 - ��
f. Method of heating? Number of each vl v
g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? y~p
h. Type of construction 'D G.1
i. Is construction within 100 ft.of wetlands? Yes —Y—No. Is construction within 100 yr. floodplain Yes No
1
j. Depth of basement or cellar floor below finished grade g i
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 AUTHORIZATION-TO BE COMPLETED WHEN
OWNERS AGENT OR CONTRACTOR APPLIES FOR BUIILDIINyG�PE',RMMIIjT
as Owner of the subject
property t^
hereby authorize
tp aot on my behalf, in all matters relative to work authorized by this building permit application.
C/hy
Y
Signature of Owner Date
� ,` ,as Owne Authorized
�97e[l ereby declare that the statements and information on the foregoing application are true and accurate,to the best o my now a ge
ief.
Signed under the pains a enalties of perjury.
70 frCIZ l t✓Z-Zr
Print N
Signatur of Owner/Agent Date
P� NJ-v
Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete In!or n
Existing Proposed Required by ping
This colu o be filled in by
Build' Department
Lot Size
Frontage
Setbacks Front
Side L: R: Z- R:
Rear
Building Height
Bldg. Square Footage %
Open Space Footaypd %
(Lot area minus bldg
parking)
#of Parkin paces
olume&Location
A. Has a Special Permit/Variance/Finding ever been issued for/on the site?
NO Q DON'T KNOW Q YES Q
IF YES, date issued:'
IF YES: Was the permit recorded at the Registry of Deeds?
NO 0 DONT 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 0 DONT KNOW 0 YES Q
IF YES, has a permit been or need to be obtained from the Conservation Commission?
Needs to be obtained Q Obtained Q , Date Issued:
C. Do any signs exist on the property? YES Q NO Q
IF YES, describe size, type and location:
D. Are there any proposed changes to or additions of signs intended for the property? YES Q NO Q
IF YES, describe size, type and location:
E. Will the construction activity disturb(cleering,grading,excavation,or filling)over 1 acre or is it part of a common plan
that will disturb over 1 acre? YES NO Q
IF YES,then a Northampton Storm Water Management Permit from the DPW is required.60�evj V)eee
Department use only
Cit of Northampton Status of Permit:
uil 'ng Department Curb Cut/Driveway Permit
21 Main Street Sewer/Septic Availability
om 100 WaterMfeil Availability
am on, MA 01060 Two Sets of Structural Plans
40 Fax 413-587-1272 Plot/Site Plans
oFe� yco Other Specify
AVW ATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING
SECTION 1 -SITE INFORMATION
This section to be completed by office
1.1 Property Address: t�2 �I Map 91G Lot 1b p►
Unit
2.
A,
b /' --t i M / v I AA fk Zone Overlay District
Elm St.District CB District
SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT
2.1 Owner of Record: I Cl
(Print) Current Mailing Address:
Telephone n Ip Q d 0
Signature
2.2 Authorized A ent:
Name(Pti477 2 � Current Mailing Address:
Signature Telephone
SECTION 3-ESTIMATED CONSTRUCTION COSTS
Item Estimated Cost(Dollars)to be Official Use Only
completed by ermit applicant
1. Building 0 D D 3 ., (a)Building Permit Fee
2. Electrical 151 0 1 (b)Estimated Total Cost of
Construction from 6
3. Plumbing �v I r n-'�-- — Building Permit Fee
4. Mechanical(HVAC) Jb I-( , r
5. Fire Protection on
6. Total=0 +2+3+4+5) Check Number () o
This Section For Official Use Only
Date
Building Permit Number: Issued:
Signature:
Building Commissioner/Inspector of Buildings Date
File#BP-2016-0543 �v
APPLICANT/CONTACT PERSON WRIGHT BUILDERS
ADDRESS/PHONE 48 Bates St NORTHAMPTON01060(413)586-8287(116)
PROPERTY LOCATION 22 FORD CROSSING
MAP 3 1 C PARCEL 018 001 ZONE PV(100 /SG b(100)
THIS SECTION FOR OFFICIAL USE ONLY:
PERMIT APPLICATION CHECKLIST
ENCLOSED REQUIRED DATE
ZONING FORM FILLED OUT
Fee Paid
Building Permit Filled out
Fee Paid
Typeof Construction:,CONSTRUCT 2 STORY SFH W/DET GARAGE/PORCH
New Construction
Non Structural interior renovations
Addition to Existing
Accessory Structure
Building Plans Included:
Owner/Statement or License 084280
3 sets of Plans/Plot Plan
THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON
INFO 0 ATION 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
Dem ' ion Del
Signature of Buildirtg Officiaf' 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.
22 FORD CROSSING BP-2016-0543
GIs#: COMMONWEALTH OF MASSACHUSETTS
MW:Block: 3 1 C-018 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-2016-0543
Proiect# JS-2016-000900
Est. Cost: $356995.00
Fee: $1602.00 PERMISSION IS HEREBY GRANTED TO:
Const.Class: Contractor: License:
Use Group: WRIGHT BUILDERS 084280
Lot Size(sc.ft.): 105371.64 Owner: WRIGHT BUILDERS
Zoning: PV(100)/SG b(100)/ Applicant: WRIGHT BUILDERS
AT. 22 FORD CROSSING
Applicant Address: Phone: Insurance:
48 Bates St (413) 586-8287 (116) Workers Compensation
NORTHAMPTONMA01060 ISSUED ON.111312015 0:00:00
TO PERFORM THE FOLLOWING WORK.CONSTRUCT 2 STORY SFH W/DET
GARAGE/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 11/3/2015 0:00:00 $1602.00
212 Main Street,Phone(413)587-1240,Fax: (413)587-1272
Louis Hasbrouck—Building Commissioner
Ln
COLONIAL POST CAP CI�
TOP RAIL- '"x 3"BOT1
51Df5 WTr, '"x 3"RAIL CAP
G"x G'P05 T
b
Ai FCE°T LE IN5'f PANELS
3,4"x 2"PICRET5 AND RAIL5
I!2"SPACES BET'"};EEN
BOTTOM RAI_ x 3"
BOTh 51DE5
M
i�li_ _11111 _ IIII_ loll_ IIII_ (IIII_ it II_ IIIIJ _11111 m
�I►I 1 II III` ► Ii1-11111=III►!=III I -III I -1N Il-III III II III- a
o z ill` = VIII III► _ .-IIII
m -1►Ii1 Illll� =1111 iI Iil� I?
IIII= = Illll. II III =IIII) w b z
-1►I II IIII- �lII II Ll I► Iil- a N
IIII I`f l II I = III+I G' H FENCE ELEVATION III Il 11111= IIII `'
I1111�. 11111 Illli= ► III � � �
�o
00
NOT-F5:
ALL FENCING MATERIAL 5HA'.L BE NOR7HERN VMITE CEDAR, 5MOOTh 5MVN TO Tht DIP,/IEN510N5 5r0VVN ON ThE DRA,t'.1NG. �
2. ALL FENCE POSTS 5HALL BE TREATED'ddiTh "CUNAP50L".
3. LINE Of FENCE rOP d 50TTOM 5FALL BE IN5"ALLED STRAIGHT 4 TRUE. ALL P05T5 t FACING BOARDS OR 5LAT5 ' a .
5TRAiGNT�TRUE AND PARALLEL t PLUMB. ALL RAlL5 5hALL BE INSTALLED'ARALLEL€TRUE. A °
4. ALL PA5TEVERS 5HA_L BE GALVANIZED OR ALUMINUM 5CREvV TYPE. I s
1 CKF •��
5 VS • 1• TOE
4 H 7 ADVW
3 VS /
• 5 H
•./• 1 EC AGR
1 CFR
4 ADVW
HAA
• 1 BNB
3 JCI
6' HIGH SCREEN
FENCE'`
�3� 7 IGC
3 CAE I
I
I
ADVW 11 Azalea 'Delaware Valley White' Delware Valley White Azalea 3 gal.
AGR 1 Acer griseum Paperbark Maple 1 .5"-2" cal.
BN 1 Betula nigro 'Heritage' Heritage River Birch 18-24"
CAE 3 Cornus alba 'Ivory Halo' Totarian Dogwood 5 gal.
CFR 1 Cornus florid❑ 'Rubro' Flowering Dogwood 2"-2.5" cal_
CKF 1 Calamagrostis x acutiflora 'Karl Foerster' Feather Reed Grass 3 gal.
EC 1 Enkianthus campanulatus Redvein Enkianthus 3'-4' Ht.
HAA 5 Hydrangea arborescens 'Annabelle' Annabelle Hydrangea 18-24"
H 9 Hemerocallis spp. Daylily 2 gal.
IGC 7 Ilex glabra 'Compact❑' Compact Inkberry 24"-30"
JC 3 Juniperus chinensis 'Hetzi Columnaris' Upright Juniper 5-6' Ht.
TOE 2 Thujo occidentalis 'Emerald' Emerald Arborvitae 4-5' Ht.
VS 10 Itea virginica 'Henry's Garnet' Sweetspire 3 gal.
The Planting Revision
Bcrkshirc
Design Upper Ridge SK-14
GTou�3,Inc. Village Hill,Northampton,MA
4 Allen Ploce Northamton, Yassachusetl5 01060
(413)582-700D FAX (413)582-7005 SCALE: 1"=20' DATE: 8/31/15