HomeMy WebLinkAboutALL DOCS - 12-00306 - 637 Tanglewood Dr - SFRCITY OF Certificate of dccupancy
City of Rexburg
Department of Community Development
35 N. lst E. / Rexburg, lD. 93440
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
12 00306
International Building Code
637 Tanglewood Dr
Single Family Residential
Type V, non-rated
N/A
No
2009
Contractor:
Special Conditions:
Higley Development, Llc
Occupancy:Residential - 2 units or less, permanent in nature
This certificafe, issued pursuant to the requirements of sec tion 10g of the lnternationat Buildingcode' certifies that, at the time of issuancb, th.is buitding or that portion oi in" building that wasinspected on the date tisted was found t9 be in "oiiii""n"e with the requirements of the code forthe group and division of occupancy and the use ror wiicn the propoil,J ii"rp"ncy wasclassified.
Date C.O. lssued:
C.O lssued by:
Building Official
There shall be no further change in the existing occupancy classification of .the building nor shall any structural changes,modifications or additions be made to the buitdlng oi;v ;dil'iirirnr untit the Buitding officiat has reviewed andapproved said future changes.
Plumbing
Electrical
Fire fnspector= tt/A
P&Z Admintstrator Al/A
CITY OF Gertificate of Occupancy
Gity of Rexburg
Department of Commun ity Development
35 N. lst E. / Rexburg, lD. g3440
Building Permit No:
Applicable Edition of Code:
$ite Address:
Use and Occupancy:
Type of Gonstruction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Gonditions:
Occupancy:
C.O lssued by:
Building Official
Plumbing Inspectori
Electrical Inspectof
12 00306
International Building Code
637 Tanglewood Dr
Single Family Residential
Type V, non-rated
N/A
No
2009
Fire fnspector, tVA
P&ZAdministrator A//A
Higley Development, Llc
Temporary Certificate of Occupancv untilsidewatks are instailed. Certificate &;;""6to1/13 - -"r'
Residential - 2 units or less, permanent in nature
This certificafe, r.ssued pursuant to the requiremenfs of section 10g of the lnternational Buitdingcode, certifies that, at the time of issuance, this buitding or that portion of the buitding that wasinspected on the date tisted was found to be in compliince with the requirements of the code forthe group and division of occupancy and the use for which the propos|i i""up"ncy wasclassified.
Date C.O. lssued: 2111lZO13
There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,modifications or additions be made to the build-ing orinv iortionlirereot until the eriio;;g omcial has reviewed andapproved said future changes.
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RESIDENTIAL BUILDING PERMIT APPLICATION35 N 1" E, REXBURG,ID 83440
208-372-2326
PARCEL NUMBER: ( We will provide this for you)
:^",:?y-':':J'S/#r,h!r/ {. .,,,,uN,'+' I eL "..i-l-'or# zy(Addressing is based on
Dwelling Units: parcel Acres:
CONTACT PHONE #
PROPERTY A
PHONE #: Home ( )Work (Cell ( )tlgOTrrliqn f.lollod cry: Arnrnrq rroru,IL;;M
K l"unrus. net FAx N\}h
CONTRACTOR:
Avt ^o* trATE}\ zrp-8il01-
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MAILING ADD
PROPOSED USE:
iffi--yb"tt
Did you recendy purchase this property? No @flf yes, list previous
Is this a lot spltf (N? ,VE'S @leaspQring copy of new lep;al desgript
Sfork () 5 4'). 9fr5 Cell (
IDAHO REGISTRATION # & EXP.
\(i.e., Single Family Residence, lt$ti f'aJitv, A Remodel, Garage, Commercial, Addition, Etc)
lotri:irtiXt,ii[Tj],H]l;f#Ilit*":?):::YtJ1gilSltoN:.Under penartv.orperiury I hereby certis, that r have read thisill'"'ffifii:ffiH:f,*"fr:H::itrSi:"':i,:'ir:;;:;r,.':ty"t"*r$"ff':;T'''i;T;i,*:T:!:Jl31*:1T"ff;3*l:,",n"i#J'"Ti.T"i"'#trf:lTi::1ffJ.'.':,',iy,Hi,:r*::':"iili:::{$?I$:4ffifl"1'H:18::fr.T""'ilffiil}"'Tff',HiJ,i.lL"""o:i::$:il3;9il":T'i36+#"ffii:l;"t*,Tr"^ffi1"Tff:ra:[+?#+::T[:r:i:*it[;H::T,:Liy#lJ::Xi:f;1:#:,1;3:"Ty,""'ffil.1"T;;:#1,i;.3:,3:ilx:i1i:t.:":l'if"Tffi{:';;iil:lJ."i:::!:;:',::f;fi3?lffiH:ffiffii3;::";;ffi*:il'l'ffi;:T"J*i,Tffi:,:r*:'.^'xiri"*;;,,i"?fiilffiilT:T:#:::ffi:ffi:11,'li:T::fri**LAO ff;. Permit void ilsar{ stops for 180 days.
/Applicant Ju-, JY / lL
DATEu!11 Dyj:lTtlg - ?u_rrrrNGpERMIT.Mygr BE posrED oN coNsrRucrroN srrE!0"""4il'"lnT::":li'-::'^::^l?11111F;'f .T*er;'"ilffi ;AlH;il,ii"i^
liy*t"T::}1{'^1_::1,:."::,.,1*:otiT.*r"*r..a".Ji.,.."J,ri"['7,;#ffi
O!fNER MAILING ADDRESS:
APPLICANT (If other than owner)
(Applicant if other than owner, a r,","*..rt
APPLICANT INFORMATIoN: ADDRESS
STATF. ryrnurrr rL'- Zn- EN{AIL - ^ -,
PHONE #: Home
**Building Permit Fees are dul at time of applicatiJn* **n"ilai"g p..J;r";##:if"r':f::;1"." nor clear*
SUBCONTRACTOR LIST
Excavation & Earthwork:
Concrete:
IUasonry:
Roofing:
Insulation:
Drywall:
Painting:
Floor
Coveringsi 4tr*ln ^bzrPlumbi
Heatins:
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trusses:
Floor/CeilingJois
Siding/Exterior Tri
Other:
35N
"FRexburg, lD 83140 www.rexburg.otg
Building Sofefy Deportmenf
City ol Rexburg
?hone:208.372.2326
Fax:2cf-3593022
Permit#
l
BI,OCK I_.-r---
NArrE nll fu KPE.OPERTYADDRESS
SUBDIVISION If-C
PJ{ASE 9
R ea odeliag Yout B uildiagftt oac (need Estimate) $
' SURFACE SQUARE FOOTAGE: (Shall include the exteriorwall measurements of the building
Fint Floor ar"^- t53t Unfinished Basement xea t ja/O
] lfcona floor/loft area Finished basement area;ff:,1";:f"-c.ffii;:
\;'*>rr I . f . . .,,..vater Meter size:
$equircdll!.PLUMBING
Add.".' ity laho klls state T 1.,. np-@0V ,
; contallphone: 8g1 79l|- ll4? s'siness phone: 12g; 6bl- il 4O iE-"irtheplurnt'erttc@yal,roO.om ,^" z$-bz+-t1h
-
'
Clothes Washing Machine
, Dishwasher
Floor Drain
=- Gatbage Disposal
I HotTub/Spa
Sinks (Lavatories, kitchens, bar, mop)
Plumbing Es tim ate $- (CoMMERCIAL/MULTI-FAMILY oNLY)
tI!_9Za_-Uarla
License Numbcr& Expiration Datc
\\irt t cfcr,ra nusinessName Thep\trynt-r, Crnc
Sprinklers
Tub/Showers
Toilet,/Urinal
Water Heater
Water Softener
:
I
Plumbing Contractor's Name;
Date
Building Sofety Deparlmenl
Clty of Rexburg
Phone:28.3/2.2326
Fax:208^359.3922
Permit#
SUBDIVISION S
prf A sTl Y
Requircd!!!MECII'4I{IC'4L
r Mechanical Contractor's Name
Address ?"t". 7aX b21 ciq
Cell Phone (1,.o$sincss Phone f;tfiF^x ('lr.;8
Mechanical Eetimate $._--.-_- (Commerciat,/Multi Family Onty)
FDTTURES & APPLIANCES COANT 6idgh Fauity Dwcliag OaIy)
Hxhaust or Vent Ducts (tuter hunr)
Dryer Vents
Range HoodVents
Cook Stove Vents
Bath Fan Vents
other similar vcnts & ducts:
Space Fleater
Decorative gas-fired appliance
Incinerator Svstem
i - Boiler :
35N l'fF
Rexburg, lD 83440 www.rexoutg.o(g
NAME
PROPERIY ADDRESS
I
grrY2+
Furnacc
Furnace/Air Condirioner Combo
Heat Pump
Air Conditioncr
Evaporative Cooler
LInit Hcarcr
Pool l{eater
Fuel Gas Pipe Outlets including srubbed in or furure outlcts
Inlet Pressure (Meter Supply) PSI
Heat (circle all that apply) Gas oil caal Fireplace Elecuic H1'dronic
/,'?fdc/f
35 N ISF
Rexburg, lD $44A
Buifding Sofely Deporlmenl
Cily ot Rexburg
Phone:208.372.2326
Fax:208.359.3022
Ir'. !.jt t: "\ iiL,ltt ;
$
www.texburg.org
O\TNER'S NAIUE
PROPERTY
suBDrvrsrpf bb,
PFIASE Y
Pcrmit# lZ 6b 1CQ
Ponrn "*.'f ?ower
Requircdll!ELECTRICAL
. \ tt /\ ! -": tElectrical contractor's Name l,rt,'' )'l\/ [. ,A ^ ( .:l d? f L. .B'siness Name J c''t ^ t t'J t
t. tt ;-l t' , .-
,444r.r,/-5/ LJ, i.l5 5 ciryi3.trrt!::j_st^t jC zip_y322
cellPhone (1,8) J;ii' q(/L; B,sinessphone eq $'/-q(.lS
Fax( )
Elecuical Estimate (cost ofwiring & labor) (C0MMERCIAL/MULTI-FAMILY ONLY)(Idcluies tbe att oJnatuiob iattalhd ngardhs of tbc pry Mpplitgi+
TY?ES AF INST/4IJ.ATION
(Nev Rccideatial iacludes cveqrthiag conbiacd vithk thc tcsidaatizl struchrtc aad *tachcd gangc et &c s.me ;i,nc)
RESIDNNTIAL ONLY
tr xl,501
tr *3.501
i'*Over 4,500 sq ft- g216 plus 9.04/sq ft:' *(rver +,5UU sq rt - $z 1 6 plus g.U4l sq fc *q ft toAlExisting Residential (# of Branch circuits) - $40 plus g10 per circuir # of &cuits
Tempotary Construcrion Serrice, 200 amp or less, one location (for a pedod not to exceed 1 year) - $40
spa, Hot Tub, Srvimming Pool - 940 plus g40 gtounding grid where appricable
Electric Cenual Systems Heating and/or Cooling (aber notpafi of a net tddenlial cowtruction pctmit
and no a&Iittbaal wutA) - $4A
Modular,I\fanufactured or l\fobile Home - $50 plus g10 per circuit
Other Installations: Wiring not specifically covered by an1, of the above:
Cost of lViring dy Labor S (Incladet tbe mt of mataiab imtalled ngantlca of tlte pag nppfiiq ;t).Pumps (l)omesdc W'ater, Irrigation, Sewage): orse power
tr Reguested Inspections (of existing wiring) - $a0/hr (1 hr minimum) plus gaO/hr thereafter
*Includes a maximum of 3 inspections. Addit-ional inspcctions charged at re<pested iospc'ction rate of S40 per h6ur.** Includes a maximum of 4 inspections. AdditJonal inspectirms chargecl at requested inspecti rn rate of S4b per hgur.
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Date
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xUp to 1,500 sq ft- 972*2,501 to 3,500 sq ft - 9168
to 2,500 sq ft - 9120
to 4,500 sq ft - $216
'1
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i Sigraarre of Licensed ContraSrr Liccnse number
35 N. 1o E Rexbury ID
mtn.rexbaryorg
Phone:208.359.3020
Fax; 208359.3022
REXBI'RG-----" - N- ------
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12 00306
637 Tanglewood - SFR
Office Copy
Structural
Fall Creek
Timpano
27 Jwrc2012
For:
Plan #:
Location:
RoofLoad;
Live Load (PSF)
Dead Load (PSF)
Floor Load;
Live Load (PSF)
Dead Load (PSF)
Seismic Zone:E
Wind Speed: 90 mph (110 mph 3 second gust) Exposure C or
100 mph (120 mph 3 second gust ) Exposure B
Material Properties & Assumptions
Concrete PSI (fc'): 2500 (found.), 2500 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM ,{615 Grade 60
Site Conditions: Dry & Stable granular based, 2000 PSF Bearing Capacity, Granular Based
Backfill (KH:35 pcf,KP:225), Slope not to exceed 20%, Minimum setback from slopes of
25'
Dimensional Lumber: Hem or Dous Fir #2 & BTR
Steel: ASTM ,4.36
Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within the pages of this document. These structural
calculations are based on conditions and assumptions listed above. If the conditions listed herein
are not met or are different it shall be brought to the attention of the engineer. Roof Truss and
beam system to be engineered by the supplier. This engineering assumes that the building site is
dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause
future flooding, settlement, site instability, or other adverse conditions. Verification of and
liability for the soil bearing pressure, site stability, and all other site conditions, including site
engineering as required, is the responsibility of others. These calculations and engineering are
for the new building structure only and do not provide any engineering analysis of or
liability/warranty for the non-structural portions of the building, or the site itself. William York
is the structural engineer only and does not assume the role of "Registered Design Professional"
or o'Engineer of Record" on this project. The purpose of these calculations and engineering is to
help reduce structural damage and loss of life due to seismic activity and/or high wind
40
15
40
l0
IIIOI|{IIII|{O
conditions. The contractor shall verifi' all conditions, dimensions and structural details of the
drawing. Multiple use of these calculations is not permitted.
All exterior walls shall be sheathed withl/16" APA rated structural wood panel. Block all
horizontal edges I %" nominal or wider. Sheathing shall extend continuous from floor to top
plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less thanYz" ftom
edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend
sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall
plates 6" O.C.
The following general requirements shall be followed during construction:
l. Contractor toverifu all dimensions, spans, & conditions and notify engineer of any elrors,
omissions, or discrepancies prior to construction.
2. Use Simpson A35 ties each cantilevered joist to sill or top plate.
3- Use Simpson Hl or equiv. ties each end of each truss.
4. Use 2: #4bars continuous for all footings
2: # 4bars each side of openings & 2 # 4 bars top & bottom extend 36" beyond opening
5. Use Yr" x 10" J bolts 32" O.C. all foundation walls
6. If discrepancies are found, the more stringent specification shall be followed.
7 - Allmultiple beams and headers to be nailed using l6d two rows 12" O.C.
8" Contractor shall assure that all materials are used per manufactures recommendations.
9. Geotech engineer or Building Department shall verifu overall global stability of the building
site.
10. Connect beams & headers over 6 ft., to trimmers with appropriate connectorsfttangers.
11. Contractor shall assgre that footings are properly drained and that soil is dry and that footings
rest on undisturbed native soil 30" below finished grade and that building horizontal clearance
from footings to adjacent slopes be a minimum of 25 feet and that the intent of IRC section
R403.1 .7.2 ismet; If set back requirements of R403.1 .'1.2 cannot be met then contact engineer
for further design requirements.
12.The contractor shall conform with all building codes and practices as per the 2006IRC.
13. Use balloon framing method when connecting floors in split level designs.
14. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd-
15. Provide joist and rafter hangers as per manufacturers specifications.
16. Foundation steps shall not exceed 4 feet or Yz the horizontal distance between steps. Horz.
rebar shall be 12" O.C. through step downs and extend 48" either side of step .
17.lf garagereturn walls are less than 32" wide then extend headers across return walls with 2
king stgdston either end extending from the top of the header to the bottom plate or install (2)
MST 36 straps each end of header extend across wing walls.
18. Use a minimum of 2-9 /z" LYLs for all headers carrying girder loads.
19. Allow foundation 14 days to cure prior to backfill
20. Use I 1/8'wide timberstrand or equiv. for all rim joist
21. Provide solid blocking through structure down to footing for all load paths.
22. Builder shall follow all recommendations found in all applicable Geotechnical reports.
23. Stacking of two sill plates is permitted with 5/8" J-bolts through both plates. Stacking more
than two plates is not permitted without special engineering
Plan: Timpanogas 1538 (2012-112)
Date:27 June2012
Location: 637 Tanglewood
Footing Calculations
Concrete Specs
Density (pcf)
Strength (psi)
Clear Cover Thickness (in)
Foundation
Overall Height (ft)
Height (in)
WallThickness (ft)
Thickness (in)
Weight (kips/|ft)
Footing Specs
width (ft)
Width (in)
Heisht (ft)
Height (in)
Weight (kips/|ft)
Area per lft
Soil Specs
Density (pcf)
Soil Pressure (psf)
Weight (kips/|ft)
Building Loads
Roof span
Roof (kips/|ft)
Wall Height (ft)
Wall Load (kips/|ft)
Floor span
Floor Loads (kips/|ft)
Total(kips.lft)
Calculations
Required Footing Width (in)
Required Footing Depth (in)
150 150
3000 3000
33
7.83 0.08
94 1
0.67 0.67
88
0.78 0.01
1.50 1.33
18 16
0.67 0.67
88
0.15 0.13
1.50 1.33
125 125
1500 1500
0.41 0.00
40
0.11 0.00
10 12
0.20 0.18
230
0.05 0.75
0.36 0.93
1.29 1.O7
0.86 0.80
lE 16
88
back front left
150 150
3000 3000
33
right interior
7.83
94
0.67
8
0.78
1.50
18
0.67
8
0.15
1.50
125
1 500
0.41
33
0.91
10
0.20
20
0.50
1.61
16
8
7.83
94
0.67
8
0.78
1.50
18
0.67
8
0.15
1.50
33
0.91
10
0.20
16
0.40
1.51
2.44
1.63
1E
8
150
3000
3
7.83
94
0.67
8
0.78
1.50
18
0.67
8
0.15
1.50
125 125
1500 1500
0.41 0.41
TotalWeight on Soil(kips) 2.54
Soil Load (ksf) 1.69
4
0.11
10
0.20
2
0.05
0.36
1.29
0.86
16
8
Plan: Timpanogas 1538 (2012-1121
Date:27 June2012
Location: 637 Tanglewood
RB-2 RB.3Sawn Lumber
Load Parameters
Floor Live Load(psf)
Floor Total Load(psf)
Floor 1 Span(ft)
Total Floor Load(plf)
Wall Height (ft)
WallWeight (psf)
WallLoad(plf)
Roof LL (psf)
Total Roof Load(psf)
Roof Span(ft)
Total Roof Load(plf)
Beam Weight (plf)
Live Load (plf)
TotalLoad (plf)
Reactions & Moment
Duration lncrease
Beam Span(ft)
Reaction't (lb)
Reaction 2 (lb)
Max Moment FtLb
Max Shear Lb
Determine Beam Size
Depth Estimate (in)
Width Estimate (in)
CF=
Area =
Momemt of lnertia | =
Maximum Bend Stress =
Allowable bend Stress
Factor Of Safety =
Allowable Sheer Stress
Max Shear Cap (lbs) =
Factor Of Safety =
Bearing Required =
E (psi)
Deflection LL (in)
Lload Def. Limit U
Allowable Defl ection (in)
LL Deflection F/S
Deflection TL (in)
Tload Def. Limit U
Allowable Defl ection (in)
TL Deflection F/S
Selection
RB-4
40
50
0
0
0
20
0
40
55
36
40 40
50 50
00
00
00
20 20
00
40 40
55 55
32 23
880 633
4.4 5.6
640 460
884 638
990
5.6
720
996
1
5
2489
2489
3111
2489
9.25
3
1.10
27.75
198
873
935
1.O7
165
3053
1.23
2.05
1300000
0.04
360
4.17
4.23
. 0.05
240
0.25
4.59
FB-1
40
50
30
750
0
20
0
40
55
0
0
3.2
600
753
1
3
1 130
1 130
847
1 130
5.25
3
1.44
15.75
36
738
1 190
1.61
210
2205
1.95
0.93
1300000
0.02
360
0.10
4.30
0.03
240
0.1s
5.14
11
46
1769 1914
1769 1914
1769 2871
1769 1914
7.25 9.25
33
1.20 1.10
21.75 27.75
95 198
808 805
1020 935
1.26 1.16
180 165
2610 3053
1.48 1.59
1.46 1.58
1300000 1300000
0.03 0.05
360 360
0.13 0.20
4.48 3.84
0.04 0.07
240 240
0.2 0.3
4.86 4.15
2:2x8 2:2x10 2:2x10 2:2x6
Plan: Timpanogas 1538 (20
Date:27 June2O12
Location: 637 Tanglewood
LVL Beam
Load Parameters
Floor LL (psf)
Total Floor Load(psf)
Floor Span (ft)
Total Floor Load (plf)
Wall Height (ft)
WallWeight (psfl
WallLoad (plf)
Roof LL (psf)
Total Roof Load (psf)
Roof Span (ft)
Roof Load (plf)
Beam Weight (plf)
Live Load (plf)
Total Load (plf)
Reactions & Moment
Duration lncrease
Beam Span(ft)
Reaction 1 (lb)
Reaction 2 (lb)
Max Moment FtLb
Max Shear Lb
Max Shear Stress (psi)
Determine Size
Depth Estimate (in)
Width Estimate (in)
Cross Area (in^2)
Allowable Bending Stress =
Allowable Moment =
Momemt of Inertia | =
Factor Of Safety =
Allowable Sheer Stress (psi)=
Allowable Sheer Force (lb)=
Factor Of Safetyr =
Bearing Required =
E (psi)
Deflection LL (in)
Lload Def. Limit L/
Allowable Deflection (in)
LL Deflection F/S
Deflection TL (in)
Tload Def. Limit L/
Allowable Deflection (in)
TL Deflection F/S
Selection
RB-1 FB-2
40 40
50 50
017
0 425
50
20 20
100 0
40 40
55 55
20
550
9.6 6
40 340
165 431
11
183
1482 646
1482 646
6668 485
1482 646
45 32
9.50 11.88
3.5 1.7
33 20
2684 2604
11775 8676
250 238
1.77 17.90
285 285
6318 3837
4.26 5.94
0.56 0.51
1900000 1900000
0.20 0.00
360 360
0.60 0.10
3.02 72.83
o.82 0.00
240 240
0.90 0.15
1.10 86.21
2:9 /2" 'l: 11 718"
Plan: Timpanogas 1538 (2012-'
Date:27 Jwe2012
Location: 637 Tanglewood
TJI Joist
Span (ft)
Depth
Load Parameters
Floor Dead Load
Floor Live Load
Total Floor Load
Simple Span Joist
Duralion Increase
Joist Span(fl)
Joist Spacing
Joist Weight (plf)
Joist Loading (plf)
Max Reaction (lbs)
Max Moment (FtLb/lf)
Max Shear Lb
Determine Joist Size
Depth
Max Moment 100% (frlbs) =
F. S. for moment =
Max Shear 100o/o (lbs) =
F. S. for shear =
Bearing Required (in.)=
Live Load (U360) =
Total Load (U240) =
El x 10^6 (lb-in^2)
Live Load Oeflection (in)
Total Load Denection (in)
Live Load F of S
Total Load F of S
Selection
1'18.5
16
2.8
69
643
2972
643
11 7t8"
3620
1.22
980
1.53
2.00
0.62
0.93
z6J
0.54
0.70
1.15
1.32
11 7/8" 210's @ 16'o.c
210
18.5
11.88
10
40
50
Plan: Timpanogas 1538 (2012-1 12)
Oate:27 June2012
Location: 537 Tanglewood
BCr JOTSTS
Span (ft)
Depth
Load Parameters
Floor Dead Load
Floor Live Load
Total Floor Load
Simple Span Joist
Duration Increase
Joist Span(ft)
Joist Spacing
Joist Weight (plO
Joist Loading (pl0
Max Reaction (lbs)
Max Moment (Ftlbil0
Max Shear Lb
Determine Joist Size
Depth =
Max Moment 100% (ftlbs),
F. S. for moment =
Max Shear 100% (lbs) =
F. S. for shear =
Live Load (L/360) =
Total Load (U240) =
El x 10^6 (lb-in^2)
K x 10^6 (lbs)
Live Load Deflection (in)
Total Load Deflection (in)
Llve Load F of S
Total Load F of S
Selection
5000
15.3
1 1.88
10
40
50
1
15.3
16
z.c
69
529
2024
529
117t8"
31 50
1.56
950
1.80
0.51
0.77
zbb
o
0.27
0.35
1.87
2.16
11 7/8" 5000 @ 16"
1
{K?
16
2.2
69
527
2015
527
91t2"
2865
1.12
1175
2.23
0.51
0.77
180
0.40
0.51
1.29
1.50
91/2" 6000 @16"
60
15.3
14
10
40
50
1
15.3
16
3.1
70
534
2041
534
14"
7440
3.64
1175
2.20
0.51
0.77
635
8
0.12
0.16
1.17
4.78
11' 60 @ 16"
1
1q ?
16
4.1
a1
541
2071
541
14"
1 1390
5.50
1450
2.68
0.51
0.77
940
8
0.09
0.12
5.75
6.50
11" $ @16"
6000
15.3
v.c
90
15.3
14
10
40
50
10
40
50
Plan: Timpanogas 1538 12012-112)
Dale:27 June2012
Location: 637 Tanglewood
Seismic Calculations
Loading Summary
Floor Dead Load (ps0 10
Floor Live Load(psf) 40
Walls (Ext)(psf) 20
Walls (lntxps0 10
RoofDead Load(ps0 15
Roof Slope
Exterior
Snow Load Reduction
Slope
Snow
Pitch over 20
Rs
Reduction
L.L.- Reduction
Total Load
Seismic Zone E
Rmf Ll(psf) 40
RoofDL(p6f) 15
6 t12
comUnalion
Seismic Paramaters
26.56 V=Cs'W1.4
40.00 Fa= 1
R= 6.5 table 1617-6
Ss= '1.772
Sms= 1.77 eq. 16-16
40.00 Sds= 1.18 eq 16-18
55.00 Cs= 0.218 per eq. 16-49
Adj. Factor 1.4
Cs= 0.1556
Length W(psf) Lb/ft Width W(lb)
50 23 1150 50 57500
roofwall 8000
Total Mass Tributary to Roof Levels = 65500
Shear (Vxlbs) Roof Levels = 10193
Length w(psO lb/ft Width W(lb)
50 10 500 50 0
wall height 0 8000
Total Mass Tributary to Floor 2= 0
Shear (Vxlbs) Floor Levels = 0
Length W(ps0 lb/fl Width W(b)
50 10 500 50 15380wall heighl I 10000
Total Mass Tributary lo Floor 1= 25380
Shear (Vxlbs) Floor Levels = 3950
Roof
Floor 2
Floor'l
Floor 1 Lateral Force
Floof 2 Lateral Forco
Ratot Laterat ForceTolal selsmlc Mass =
Total Lateral Force =
S€ismic Force Distribution
"' Roof Sections '"'
RoofFloor 1
tloor 2
v/sum(wr'Fll) =
Easement Sneer wall
Total Load (kips)
right side
lett s|de
tront
bacK
Ftoor't Jneer wall
Total Load (kips)ngnt slde
lett s|de
tront
back
Ftoor z sneer wail
Total Load (kips)
nght sidelett srclelront
DACK
Panel Length (ft)
FrontBackRiqht
Left
Shear Wall Critical Lengths Wall DL Floor DL
Front 200 400Back 200 500Right 2OO 50
Left 200 50
Calculate Uplitt , Force Req'd to Prevent OT (lbs)
(,
10193
9066{J
10193
H(x) W(x) kip w(x)H(x)
13.3 66 868l.t 0 rJ
0.000
Totals 66 868
U.U1 1 ir5 Total Shear (lDs) =
r-(totar)
10.2
5.1
F(totar)
10.2
5.1
5.1
5.1
r-(totar)10.25.r5.15.15.1
z5
2820 18162029 9581605 136623E7 2148
Yo Force Total Sheer I
100.00% 10.'193401
u.ou% 1tr.19lt+01
u.uu% 10.19:1401
1
10193
Shear Wall Load (plf)
Nol Applicable
Not Appricabre
Not Applicable
Nol Appl|cable
Shear Wall Load (plf)
116
159
:164
232
Shear Wall Load (df)Nol Appticabb
Not Applicable
Not ApphcaDle
Nol ApplEable
Rool uL IJL (prr) cnrcal | (il)
907.5 1004 5
907.5 1071 4'110 240 I
110 240 12
Length
10
10
10
1{'
Length
44
J2
19
22
Length
10101010
8't2-'112
1',I261908
68-1196 -3204-2254 -4395
&6 167
1428 949
plan: Timpanogas j53O (2012-1121
Oa!€: 27 June 2012
L@ation: 637 Tanglew@d
Wind Ldding Calculations using Main Wtndforce-Re3isting System (MWFRS)
Longltudinal Direction
Wind O.lign C6tffoienb
P=wind load"exp coetf lw
P=Dsign Pre$ure
HorizontalWind L@d (frcm tabte 1609.6.2.1(.t)
Wall L@d (psf)=
end zone (A)
inleriorzone (C)
Rmf Load (psf)=
end zone (B)
inieriorzone (D)
Verti@l Wind L@d (fiom tabte 1609.6.2.1(1)
Roof Load (ps0=
end zone windward (El -7.2
end zone lward (F) -9.8
interior zone windward (c) -5.2
interiorzone lward (H) -5.2
ExpGure Coeff cient (trom tabte'1609.6_2..1(4)
lFlmportan@ Facto. (from tabte 1604.5)
Roof SloF.
Root Angb (d.e)=
P=wind l@d'exp cefflw
horizontral wall interior
horizontal wall end zone
horizontal roof interior
horizontal root end zone
verti€l end zone windward
wrti€l end zone lesard
verti€l interior zone windward
verliel interior zone leilard
.4'Hmean
.'1 *base
End Zone Width (ft)
IntedorZone Wdth (ft)
G.bb Rd Ldd
16.1
11.7
2.6
2.7
wtdh
end zone windward 5
teilard 5
interior zone windward 40
lward 40
1.21
1.0
90 RoofHeight 8.50C Wail Height 9
Tru$Span 34
6 112
26.56 Sine = 0.4472
Minimum prssure
Adjusted
14.16 14.16
19.48 19.48
3.27 10.00
3.15 10.00-8.71 0.00-11.86 0.00-6.29 0.00-6.29 0.00
5.3
Hlp Rod L€d End
Interior
W.ll Ldd
2nd storyEnd Zone Width (ft)
2nd Storylnterior Zone Widh (ft)
Hoight Wlnd L6d
2.4 19.48
3.05 14..16
Sum =
Wind Ldd
10.00
10.00
Total
Hoioht Wind Ldd1.0 19.48
1.00 't4-16
Sum =
l.ngth Wlnd Ldd
22,50 FALSE
22.fi FALSE
22.& FALSE
22.50 FALSE
Shear Wall Loads (ptf)
Not Applicable
Not Applicable
Shar Wall Loads (pl0
272
235
ShearWall Loads (p10
NotAppli€ble
Not Applicable
Fq6 {lb.)2U
3086
3319.28
Fdc. (lb)
4250
0
4250
2nd Stor
Fdc. (lbft) Fq6 (lbt
195 194.81
566 566.28
761.09 761.09
c
40
widh
40
Aaea
425
0
width
3
40
5
40
End
Interior
End
Interior
For6 (lb)
0
0
0
0
468-265 -1213 -2162
-620 -1635 -2651
Flw 2 Dilphr.smShoar
Total Shear(lbs) 42fi
Front Wall Length 10
Back Wsll Length 10
Flod I Dllphrrgm Sh..r
Total Shear(lbs) 10339Front Wall Length 19
Back Wall Length 22
hom.nl Dl.phr.gmSh..r
Total Shear(lbs)
Frcnt Wall Length
Back Wall Length
Calculate Upllft, Force Req'd to prevont OT (tbs)
Panel Length (fr) 2 3
't'1100
10'10
Crltlcal Wall Length (ft)=
Front Wall D€d L@d (ptf)= 'l 004 Totat 1 .l 1 O0Front Wall Criti€l Length (ftF 3 Totat(otf) 55Back Wall D€d L@d (plf)= 1071
Back Wall Criti€l Length (ftF 2
684 210395 -113
10 12-3110 -4059-3666 4681
Front
Back
Plan: Timpanogas 1536 (m12-112,
Dat€: 27 June 2012
L@aton: 637 Tangtew@d
Wind Loading Calculations using Main Windforce-Resisting System (MWFRS)
Transver$ Dlrection
Wind lhli!tr Cdfnd.6
Pryind l@d*exo c@ff'lw
P=Dsign Pre$ure
HorizmtalWind L@d (from table 1609.6.2.1(1)
WallL€d (psfF
end zm (A)
interitr zone (C)
Rocf Load (psfF
end zone (B)
interior zone (D) 2.7
Ve.ti€l Wind Load (frm table 1609.6.2.1(1)
R@f Load (ps0=
end zonewindward (El .7.2
dd z@e leryard (F) -9.8
interior zone windward (c) -5.2
interior zone lward (H) .5.2
Expcure C@tfident (from table 1609.6.2.1(4)
lFlmportan@ Factor (frm table 1604.5)
wlnd sFd= 90
Erycure C
R@i Sbts =
RodAns0.{desF 26.56
P=wind lGd'qp c@ff lw
horizontal wall interitr 14.16
horizontalwallqdzme'19.48
horizontal roof interid 3.27
horizontal rd end zone 3.15
verti€l end z@e windward -8.71
verti€lend zme leward -11.86
verti@linleri$ zse windward -6.29
verti€l inte.ior Ene lward S.29
End Zone Width (tt)
lnterior Zoe Width (ff.)
Gabb Rd tdd
Hlp R@f Ldd
16.'l
11.7
2.6
1.21't.0
RoofHeight 8.5
Wall Height 9
Tru$ Span 34
6 t12
Sine = 0.4472
Minimum Pressure
Adjusted
14.16
19.48't0.00
10.00
0.00
0.00
0.00
0.00
5
40
wtdth
End 5
lnlerior 40
Area
End 425
Interior 0
wtdh
End 5
lnterior 40
2nd storyEnd Zone Width (ft)
2nd Storylnterior Zone Width (ft)5
40
end zone windward
leward
interid zone windward
EilATO
wind Ldd Fd6llb)'19.48 2U14.16 3086Sum = 3319.28'1
'10.00 42il10.00 0Total 4250
Wind Ldd Fd@ (lb)19.48 19514.16 566Sum = 761.09
wind Ldd Fdc. (h)
FALSE O
FALSE O
FALSE O
FALSE O
Holght2.43.05
2nd Story
194.81
566.28
761.09
Hght
1.0
1.00
Widrh bng[h
5 42.il
5 42.50
40 42.fi
40 42.&
Fld 2 Diaphlr Shoar
Total Shear(lbs)
Leff Wall Length
Rlght WallL@gth
Flod 1 Di.ph..r Sh.at
Tolal Shear (lbs)
Left Wall Length
Right WallLmgth
balmod DhphaF Shoar
Total Shear(lbs)
Left Wall Lsglh
Right Wall Length
Critlcal Wall Length (ft)=
Lefl Wall Dead Load (pD=
Left Wall Criti€l Length (ftF
Right Wall Dead Load (pf)=
Right Wall Criti@l Ltrgth (ftF
Calculat€ Uplift, Force Req'd to Prcvent OT (lbs)
PandLtrgh (tt) 2 3786 694521 430
4250
1010
103393244
11100
10
10
240
8
240
6
Shear Wall Loads (pl0
Not Appli€ble
Not Applicable
Shear Wall Loads (ptf)
't17
Shear tryail L@ds (plO
Not Appli€ble
Not Appli@ble
Total 'l 1 100
Toial (pf) 56
4681012
602 419 236 52 -13.1
338 155 -29 -212 -396
Front
Back
Plan:
Date:
Location'
Micro-Lam Beam
Uniform Loads
Uniform Floor Span (ft)
Total Uniform Floor Load (plf)
Wall Height (ft)
Wall Weight (psf)
Wall Load (plf)
Uniform Roof Span (ft)
Total Uniform Roof Load (plf)
Point Loads
1 Distance from Left (ft)
1 Point Live Load (lb)
1 Point Dead Load (lb)
2 Distance from Left (ft)
2 Point Live Load (lb)
2 Point Dead Load (lb)
Partialy Uniform Loads
Uniform Span (ft)
Live Load (plf)
Dead Load (plf)
Distance of left side (ft)
Distance of right side (ft)
2 Uniform Span (ft)
2 Live Load (plf)
2 Dead Load (plf)
2 Distance of left side (ft)
2 Distance of right side (ft)
Tapered Load
Tapered load left (plf)
Tapered load right (plf)
Left Distance (ft)
Right Distance (ft)
Beam Weight (pl0
Reactions & Moment
Duration lncrease
Beam Span(ft)
Left Reaction (lb)
Right Reaction (lb)
Max Moment FtLb
Max Mom dist from Left
Max Shear Lb
Max Shear Stress (psi)
Determine Size
Depth Estimate (in)
Width Estimate (in)
Cross Area (in^2)
Max Moment 100% =
Momemt of Inertia | =
Factor Of Safety =
Max Shear 100% =
Factor Of Safety =
Bearing Required =
Load S
Beam S
S Factor of Safety
E (psi)
Deflection LL (in)
u360
LL Deflection F of S
Deflection TL (in)
u240
TL Deflection F of S
Selection
Timpanogas 1 5U (2012-1 12)
27 June 2012
637 Tanglewood
FB-3
2
En
0
20
0
0
0
3
520
130
7
0
0
0
0
0
1
6
0
0
0
8't0
0
0
6
8
5.86
1
19
1078.0
633.3
3587.7
7.7
1078.0
53.4
11.88
1.7
20.20
8664.08
237.53
2.41
80.07
3.s6
4 a4
16.56
39.99
2.41
1900000
0.40
0.63,t.58
0.54
0.95
1.75
1:11 718"
LVL
+jo'-'i (o
Nbac')JcIoIro
00-00-Ez 00-0o-Lz
Mountain Truss & Components
1362 Terrill Drive
Idaho Falls, Idaho E3401
(208) 528-7305 tr'ax: (208) 528-7882
To:
Fall Creek Homes
1340 Indian Hollow Drive
Arnmon, ID 83406
Quotation
Job Number:Q88s2
I
06/2'1/12 08:04:31
Page:
Date:Project: 637 Tanglewood / Block No:
Model: Lot No:
Contact:Site:Office:Deliver To:
637 Tanglewood/ Timpanogas- I 538
Rexburg, ID
AccountNo: 000000190
Designer: I
Salesperson: RobinPeningill
Quote Number: Q8852
P.O. Number:
Name:
Phone:
Fax:
(208) s22-4s0s (208) 522450s
Profile:Qtv:Truss Id:Span:Truss Type:Slope LOH ROH
AI
22-00-00
Comon Truss 6.0(
0l-06-00
AlG
22-00-00
GABLE 6.0(
0l-06-00 0l-06-00
4 B1
2l-09-08
Special Truss 6.01
I BIG
28-00-00
QI.]EENPOST 6.01
0l-06-00 0l-06-00
I cl l1-00-00
COMMON 6.0(
I clG I 1-00-00
GABLE 6.0(
0l-06-00 0l-06-00
2 cRl 02-09-03
DIAGONAL HIP 4.24
02-01-07
2 D1
34-00-00
Comon Truss 6.0(
0l-06-00
I D1G 34-00-00
GABLE 6.0(
0l-06-00
4 D2
34-00-00
Special Truss 6.0(
6.0(
0l-06-00
D3 34-00-00
Comon Truss 6.01
0l-06-00 0l-06-00
J D4
34-00-00
Special Truss 6.01
3.0(
0l-06-00
5 D5
28-00-00
Special Truss 6.01
3.0(
0t-06-00
5 D6
28-00-00
Common Truss 6.0(
0l-06-00
D6G
28-00-00
GABLE 6.0(
0l-06-00
ElG
06-00-00
Special Truss 6.0(
0l-06-00
l0 M1
02-00-00
Monopitch Truss 6.0(
0l-06-00
BID GOOD FOR 30 DAYS.
i DELIVERY INCLUDED.
TAX NOT INCLUDED.
THANK YOU FOR YOUR BUSINESS.
Total Truss Price:
Miscellaneous Items
Sub Total:
Selling Price
Truss & Components,25 201 1 Print: 7.250 s Aug 25 201 1
I D :YSTaKgJhsTvN L?F6mwWOKz2Hi6-eT
4x4 =
Scale = 1:38.3
I+
1
(,Y): l/:u-4{r,u-J-(
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0 .
BCDL 8.0
SPACING 2-0-0
Plates lncrease 1.15
Lumber lncrease 1.15
Rep Stress Incr YES
Code 1RC2009ffP12007
csr
TC 0.38
BC 0.64
wB 0.38
(Matrix)
DEFL in (loc) l/defl Ud
Vert(LL) -0.22 2-7 >999 360
Vert(TL) -0.53 6-7 >496 240
Hoz(TL) 0.06 6 n/a nla
Wind(LL) 0.08 6-7 >999 240
PLATES GRIP
MT20 220t195
Weight 89 lb FT = 0%
22-0-O
ek recommends that Stabilizers and required cross
be installed during truss erection, in accordance with Stabilizel
LUMBER
TOPCHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing.
REACTIONS (lb/size) 6=913/0-3-8 (min. 0-1€), 2=1039/0-3-8 (min. 0-1-8)
Max Hoz2=1 14(LC 6)
Max Uplift6=-199(LC 7), 2=-288(LC 6)
Max Grav6=1 1 01 (LC 2), 2=1260(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0159,2-3=-1901/35 1, 3-4=-13881261, 4-5=-13901254,5-6=-1 895/369
BOT CHORD 2-7=-307 116O1, 6-7=-2581 1623
WEBS 4-7=-751699,5-7=-5771253,3-7=-5521236
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2iWind: ASCE 7-05; gomph; TCDL=4.8psf: BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed: MWFRS (low+ise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL= 1 .33 plate grip DOL=1 .33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent live loads.
4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3€-0 tall by 24-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 288 lb uplift at joint
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
russ & components,25 2O1'l Pnnt:7.250 s Aug 25 201 1 MiTek Industries, lnc. Wed Jun 27 08:05:30 201 2 Page 1
lD:YSTaKgJhsTvNL?F6mwWflKz2Hi6-bsxpOdkROl kTiM9lHObmSSbyjJEcTKCGcSYRfg22TdJ, -1-6-0 , *"0 ?_B* r ,ia%' r ,au# r ,a%1f r ?1# r 1?*f rr 1.6_o--f--24{------1--
Scale = 1:40.3
4x4 =
3x4 3x4 7x1O =3x4 3x4
oI+
DEFL in (loc) l/defl Ud
Vert(LL) -0.09 10-'11 >999 360
Vert(TL) 4.17 10-11 >999 240
Horz(TL) 0.03 I nla nla
Wind(LL) 0.06 11-12 >999 240
SPACING 2-O-O
Plates Increase 1.15
Lumber lncrease 1 .15
Rep Stress Incr NO
Code lRC2009/TP12007
1 1-0-0
LOADING(psO
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8,0
LUMBER
TOP CHORD
BOT CHORD
WEBS
OTHERS
1800F 1 .6E
SS
Stud/Std
Stud/Std
PLATES GRIP
MT20 2201195
Weight '145 lb Ff = Oo/o
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins.
BOT GHORD Rigid ceiling directly applied or 10-04 oc bracing.2X4DF2X6 DF
2X4DF
2X4DF
ek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnstallation
REACTIONS (lb/size) 8=1 336/0-3-8 (min. 0-1-8), 2=1336/0-3-8 (min. 0-1 -8)
Max Hoz2=-98(LC 6)
Max UplifE=-380(LC 6), 2=-380(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOp CHORD 1-2=Ot64,2-3=-215714/;0,3-4=-2163t516, +5=1a8A379,5-6=J 488/379, 6-7=-21631517,7-8=-21571442,8-9=0/64
BOT CHORD 2-12=-42i|1887, 12-29=-37411652,29-30=-37411652,30-31---37411652,31-32=-37411652, 11-32=-374h652'
1't-33=-299t16s2, 33-34=-299/1 652. 34-35=-29911652, 35-36=-299/1 652, 1 0-36=-299/1 652, 8-'l 0=-336/j 887
WEBS 511=-2061856,6-11=-5171224,6-10=-621343,7-1O=-2121125,4-11=-5171224,412=411343,3-'12=-2121125
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
Zi WinJ, nSCe 7{S; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 plate grip DoL=1.33
S) Truss deiigned for wind loads in the plane oithe truss only. For studs exposeO !o yLO (normal to the face), see Standard Industry
Gable End betails as applicable, or consult qualified building designer as per ANSI/TPI 1 .
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0{ oc.
6i This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads'
ii . fni" t-s" has been deJigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 24{ wide will fit
between the bottom chord and any other members.
8) piovide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at ioint 8 and 380 lb uplift at joint
2.
91 tnis truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIiTPI 1.
1 0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 3 lb down and 27 lb up al 2-0-O'' t Z 6aown and 16 lb up at 4-0-12, t 7 t'O Oown anO t O tO up at 6{-12, 17 lb down and 16 lb up at 8-0-12, 17 lb down and 16 lb up at
1O-O-12,17tbdownand16lbupat 11-1 1-4, lTlbdownand16lbupat 13-11-4, lTlbdownand16lbupat 15-11-4,and17lbdown
and16 lbupall7-ll4,andlilbdownand2Tlbupat 19-11-4onbottomchord. Thedesigniselectionofsuchconnectiondevice(s)
is the responsibility of others.
11)ln 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 ) Regular: Lumber Increase=1.15, Plate lncrease=1.1 5
Uniform Loads (plf)
Vert: 1-5=€6, 5-9=-86, 2-8=-16
Continued on page 2
& Components,lD :YSTaKgJhsTvNL?F6mwwmKz2H i6-bsxpodkRO 1 kTjM9l H6bmSSbyiJEcTKCGcS'
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 1o=-13(F)'12=-13(F) 2s=-17(F)so=-17(F) 31=-17(F) 32=-17(F) 33=-17(D 3a=-17(F) 35=-17(F) 36=-17(F)
t 25 2011 Print: 7.250 s Aug 25 201 1 MiTek Industries, Inc. wed Jun 27 08:o5:3o 201 2 Page 1
lD:Y8TaKgJhsTvNL?F6mwWtuKz2Hi6-bsxpodkROl kTjM9lH6bmSSbsbJBPTB3GcSYRfg22TdJ
Scale = 1 :41.04xO :
T-
DEFL in (loc) l/defl Ud
Vert(LL) {.11 1-8 >999 360
Vert(TL) 4.23 1-8 >999 240
Horz(TL) 0.04 6 n/a nla
Wind(Lt) 0.08 1-8 >999 240
SPACING 2-04
Plates Increase 1.15
Lumber lncrease 1 .15
Rep Stress Incr YES
Code lRC2009/TPl20O7
toADlNG(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4 DF l8OOF 'I .6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X 4DF Stud/Std
REACTIONS (lb/size) 'l=908/0-3€ (min. O-13), 6=908/0-3-8 (min.0l{)
Max Horzl=187(LC 5)
Max Uplift1=-208(LC 6), 6=-178(LC 6)
Max Grav'1=1097(LC 2), 6=1097(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-188O1343. 2-3='1O441230.3-4=-9581254, 4-5=-137188.54=-198/94
BOTCHORD 1€=-33411560, 7-8=-334/1560, 6-7=-701675
WEBS 2-8=01265,2-7=4681291,3-7=€0/338,4'7=-191319,+6=-10401178
NOTES
PLATES GRIP
MT20 220t195
Weight: 107 lb Ff =O%
BRACING
TOP CHORD Structural wood sheathing directly applied or 4{-6 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnstallation
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 .33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5i 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 1 and 178 lb uplift at joint
6.
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced
standard ANSlfiPl 1.
LOAD CASE(S) Standard
Job
o8852
TruSS
91G
TrussType
OUEENPOST
oty
I
Plv
1
FAiereemSTTanslewood/Timpanogas-1 538
.l6h Flcference (ootional)
&nun: z:SO sTug 25 2011 Print: 7'250 s Aug vkuooT?2q71
Scale = 1:49.9
6.00 FZ
4x8 =
C
F
DEFL in (loc) l/defl
Vert(LL) 4.22 2-17 >999
Vert(TL) -0.60 13 >118
Horz(TL) 0.06 15 nla
Wind(LL) -0.08 15-17 >999
Ud
360
90
nla
240
Plates lncrease 1.15
Lumber Increase 1.15
ReD Stress lncr YES
Code lRC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4DF 18OOF 1,6E
BOT CHORD 2X 4 DF 18OOF 1,6E
WEBS 2X4DFStud/Std*Except'
W3:2X4DF1800F1.6E
REACTfONS (lb/size) 2=950/0-5-8 (min. 0-1-8),'15=1627 10-3-8 (min' 0-2-2)
Max Hoz2=115(LC 6)
Structural wood sheathing directly applied or 5-2-1 oc purlins'
Rigid ceiling directly applied or 6{4 oc bracing'
1 Brace at Jt(s): 18, 19, 22' 23
M-fek recommands that Stabilizers and required cross braclng
Oi instatleO during truss erection, in accordance with Stabilizer
PLATES GRIP
MT20 2201195
Weight: 145 lb FT = 0%
BRACING
TOP CHORD
BOT CHORD
JOINTS
Max Uplife=-289(LC 6), 15=-579(LC-7)
Max Giav2=1 1 52(LC 2)' 1 5=1 970(LC 2)
FORCES (lb) - Maximum Compression/Maximum T-ension. -
Top cHoRD 1-2=ots9,2-3=:i6ACa9;a -a=--11as12ss, 4-5=-9s3r22s, s-6=-161/647, 6-7=-174t727.7-8=-165/693' 8-9='254t825'
g-10=-30i2t841,',t0-tt=-zganza,11-12=-300/665,12-13=-4601925' 13-14=0/58
BOT CHORD i_t1=-zst I t339, 16-17=-191 I't783, 1 5-1 6=-191/1 783, 1 3-1 5=-709/498- _ . -
wEBs 5-20=-1299/30i, ia-zo=-tlsntsas, re-rg=-rgrslges',1s-21=-2124t469,2-r22=-2678t667'22-23=-27741707'
1s-23=-z739t6gs,7-18=-407t1e4,e-r s=-+osi1 79, 6 iO=-izttso,5-17=-1001827,3-17=4961233, 17-21=-95'11339'
s-22=-21 3t9O' 10-23=-2617 8, 1 2-1 5=-58'1 1284
NOTES
i I UnUaranceO roof live loads have been considered for this desion'
2) Wind: ASCE 7-0s; 90mph; iedL;.Bp;i;col=a.gpst; h=2si; c"t. tt; Exp c; enclosed: MWFRS (low-rise) gable end zone: cantilever-'
bft;;;';gt't ""potlO ; LnO uetti""r ieh "nO right exp'osed; Lumber DOL=1 .33 plate grip DOL=1 '33
3) This truss has been designed for basic load c6mbinations, *tri"n include cases with-reductions for multiple concurrent live loads'
4i Att ptates are 2x4 MT20 unless otherwise indicated'
si iiii! trir* 6"" Gen oesigneJioi-a i0.o pst uotto-m chord live load nonconcurrent with any other live loads'
6). This truss has been oesigneo foia iive'load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members'
7) provide mechanicat connectio=nlo'v oihers) of truss to bearing ptate capable of withstanding 289 lb uplift at joint 2 and 579 lb uplift at joinl
gt1fli"trr". is designed in accordancewith the2009 International Residential Code sections R502.1 t.1 and R802 1o'2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Q8852
Truss
a1
Truss Type
COMMON TRUSS
JIY
2
FallCreek/63TTanglewood/Timpanogas-1 536
l^h Rafprenee lootionall
Comoonents, ldaho Falls, lD Run:s
iOyAZ"XS-,nrruHL?F6mtwroKz2Hi6-XE22pJmhwf_ByilgOXeEXtgGOTpvx65Z3ml XjYz2TdH
tt4
Scale = 1:17.9
sx6 =
"iYo
DFFL in (loc) l/defl Ud
Vert(LL) -0.08 4-5 >999 360
Vert(TL) -0.13 +5 >938 240
Horz(TL) 0.03 3 n/a nla
Wind(LL) 0.04 4-5 >999 24O
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr NO
Code lRC2009iTPl2007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
PLATES GRIP
MT20 2201195
Weight 97 lb FT = 0%
LUMBER BRACING
TOp CHORD 2x 4DF 1800F 1.6E TOp CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins
BOT CHORD 2 X 6 DF SS BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing.
WEBS 2X4DFStud/Std
REACTTONS (lb/size) 1=5383/0-5-8 (min. O-2-14), 3=454610-5€ (min 0-2-7)
Max Horzl=36(LC 4)
Max Uplift1=-976(LC 5)' 3=-819(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2=-778511397, 2-3=-782611 4o1
Bor cHoRD 14=-12:;rc816:, a-1=-nt2,rca76, s-7=-l2l,3t6976,5-8={58i4853, 4-8=-858/48s3, 4-9=-1 199/6910' 3-9=-1 1ee16910
WEBS 2-4=-67413917' 2-5=-669/3853
NOTES
1 ) 2-olv truss to be connected together with 1 0d (0.1 31'x3") nails as follows:' Too-chords connected as follows: 2X 4 - 1 tow at 0-7-0 oc'
Boilom chords connected as follows: 2 X 6 - 2 rows at 0-3-0 oc
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc'
2) Atiff; ;;;;nsioereo equalty apptied to att pties, except if noted as front (F) or back (B) face in the LOAD cASE(s) section' Plv to plv
' connections have been provided tb distribute only loads noted as (F) or (B), unless otherwise indicated'
3) Unbalanced roof live loads have been considered for this design',
;j 1111;f,iljcE tns; 90mph; ico-r-=a--gpii; Bdol=+.apst; n=25i; cat. rt; Exp c; enclosed; MWFRS (low-rise) sable end zone; cantilever' reft ind right exposed ; end vertical leil and right exposedi. Lumber DOL=1.33 plate grip DOL=1 '33
S) ihis trusjnas been designed for a 10.0 psf Gttom'chord live load nonconcurrent with any other live loads.
6) * This truss has been oesignld for a live load of 2o.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-0 wide will fit
between the bottom chord and any other members'
7) provide mechanicar "onn""tionlov
o-ihers) of truss to bearing plate capable of withstanding 976 lb uplift at joint 1 and 819 lb uplift at joint
3.g) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 ' 1 and R802'10'2 and referenced
standard ANSlfiPl 1.
gl Hlnger(s) or other connection device(s) shall be provided sufiicient to support concentrated load(s) 1765 lb down and 321 lb up at
0-11-4, 176s tb down and sii h ,p ui
'2-11-4,
1i65 lb down and 321 lb up at 4-'11-4, and 1 765 lb down and 321 lb up at 6-1 1-4' and
1793lbdownand318tbrplt g-1t-+onbottomchord. Thedesigniseleitionofsuchconnectiondevice(s)istheresponsibilityofothers'
LOAD CASE(S) Standard
1) Regular: Limber Increase=1 .15, Plate Increase=1 '15
Uniform Loads (plf)
Vert 1-2=86. 2-3=-86, 1-3=-16
Concentrated Loads (lb)
vert a=-t zos(B) 6=-1 765(B) 7=-1765(8) 8=-1 765(B) $=-1 793(B)
.250 s Aug Print: 7.250 s 2011 MiTek
lD :Y8TaKgJhsTvNL?F6mwWOKz2Hi6-XEMountainComponents,
Scale = 1:22.8
4x4 --
",1:le
DEFL in (loc) l/defl Ud
Vert(LL) -0.02 9 n/r 12O
vert(Tl) -0.02 I n/r 90
Horz(TL) 0.00 I n/a nla
windill) 0.01 9 n/r 90
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
ReD Stress Incr YES
Code lRC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
OTHERS 2X 4DF Stud/Std
REACTf ONS (tbl size) 2=229t1 1 {-0 (min' O-1 -8), 8=2291 1.1 -0-0 (min'' 11='187111-0-0(min.0-1-8),10=83/11-04(min
BRACING
TOP CHORD
BOT CHORD
PLATES GRIP
MT20 220fi95
Weight: 46 lb FT = 0%
Structural wood sheathing directly applied or 64-0 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing'
0-1 -8)
Max Hoz2=-62(LC 7)
r,,rai uprite=-re)ir-C 61, e=-r+qlc 7), 13=-80,(Lc 6),141-12(L911, 1l:-q9!!9 7)' 10=-12(Lc 6)
Max Grav2=285i1-Czll'e-=28stL'c 21,'iz=na1LCzj, is=zeqlc rii, t+=so(Lc 2J,11=234(tc 1a), 10=e6(LC 2)
FORCES (lb) - Maximum Compression/MalTy-T ]elsigl,^^id; cHbAD' t-i=otsa, z-s=larit-, iJ=-sglss, +-s=-ssts0, 5-6=-5e/84, -6-7=-53t34:^7^-8=42t17 ' 8-e=0t58
aOrCHOnO2-14=0168,13-'14=0/68,12-13=0/68,11-12=O168'10-11=0/68'8-10=0/68
wibd
-
s-12=-149tto,4-13=-1921s3,3-14=-114146,6-11=-1921s2'7-10=-114146
NOTES
il UnUatanceO roof live loads have been considered for this desion'
2) Wind: ASCE 7-05; gomph; TCDL=4.8psf; BcDL=4.8psf; h=25ft; Cat. ll; Exp c; enclosed; MWFRS (low-rise) gable end zone; cantilever-'
r"ti l^l'riJn] ""po'""J: Lnb u"rtcar i"h anO ,ignt e*pbsed;.Lumber DOL=1'33 plate grip DOL=1 33
3) Truss desiqned for wind r""0" j'iin" pr""" otih" ttl,." onty. ior studs exposed to wind (normal to the face), see standard Industry
"' i;i; il 6;iis as appricaore, or consutt quatified buitding designer as per ANS. lffPl,1 . .
4) This truss has been designed fo; basic load combinations, inlcn inctuoe iases with reductions for multiple concurrent live loads'
5i Att ptates are 2x4 MT2O unless otherwise indicated'
6i Gabb requires continuous bottom chord bearing'
7) Gable studs sPaced at 2-0{ oc'
8) This truss has been oesignJfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads'
9i * This truss has been designed for a live load of 2o.Opst on tne uottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members'
i0) provide mechanicat conneclion (by others) oJ-truss to bearing plate capable of withstanding 132 lb uplift at loint2, 144lb uplift at ioint 8''-'b0;6tift;-ijoini ra,rzro,ipiilliiii"ir,i,80-tb-upliftatjoin-t11andi2lbupliftatioint10.
1 1 ) This truss is designed in acC6rdancl with the 2oo9 Interniiional Residential dode sections R502.1 1 .1 and R802 10'2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Components, ldaho Run:7.250 s Aug .250 s Auq 25 2011 MiTek Induslries, Inc.
lD:Y8TaKgJhsTvNL?FOmwWOl(z2Hi6-XE22pJmhwf-ByrugOXeEXtgK2T-QxJcz3mlXiYz2TdH
Scale = 1:9.52x4 ll
?
J
{
:
DEFL in (loc) l/defl Ud
Vert(LL) -0.00 2 >999 360
Vert(TL) -0.00 2-6 >999 24O
Horz(TL) 0.00 6 nla nla
Wind(LL) 0.00
SPACING 1-O-O
Plates lncrease 1.15
Lumber lncrease 1.15
Rep Stress lncr YES
Code lRC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O-O
BCDL 8.0
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DFStud/Std
REACTf ONS (lb/size) 6=1 1/Mechanical, 2=21210-4-9 (min- 0-1 -8)
Max Horz2=32(LC 5)
Max Uplift6=-2(LC a), 2=-100(LC 3)
Max Grav6=28(LC 2\, 2=212(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2=Ol3O, 2-3=-3818, 3-4=-1 10, 3-6=-1 1 /8
BOTCHORD 2-6=-415,5$=OlO
PLATES GRIP
MT20 2201195
Weight '12 lb Ff = 0o/o
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0{ oc bracing
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL= .8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever' left and right exposed ; end vertical left and right exposed; Lumber DOL=1 33 plate grip DOL=1'33
2) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
3i " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit
between the bottom chord and any other members.
4) Refer to girde(s) for truss to truss connections.
Si provide irechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint6 and 1-00 lb uplift at joint 2'
6i This truss is designed in accordante with ihe 2009 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(Sl Standard
Mountain Truss ldaho Falls, lD 83402
4x4 /z
2x4 ..\
6.00 F2
3x4 /z
4
7.250 s Aug 25 2011 Print: 7.250sAug 252011 MiTekIndustries, Inc
lD:YSTaKgJhsTvNL?F6mwWOKz2Hi6-?RcylfnJhy62aputyE9T45DQYXBqgYpilQmSG.
Scale = 1:57.9
4x6 =
3x4 :\
o
4x4:\
2x4 zz
8
o
s
13
3x4 =
FallCreeU63TTanglewood/Timpanogas- l 538
6-0-5 , 11-6-3 , 17-0-0 , 22-5-13 , 27-',t1-11 , 34-0-0 ,35-6-0,
SPAC|NG 2-O4
Plates Increase 1.15
Lumber lncrease 1.15
Reo Stress Incr YES
Code lRC2009/TP12007
OEFL in (loc) l/defl Ud
Vert(LL) -O.22 11-12 >999 360
Vert(TL) -0.4O 11-12 >999 24O
Horz(TL) 0.14 9 n/a nla
Wind(LL) 0.10 1-13 >999 240
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1 .6E
WEBS 2X4DFStud/Std
REACTIONS (lb/size) 9=1620/0-5-8 (min. 0-2-0), 1=1491/0-5{ (min. 0-1-'13)
Max Hozl=-152(LC 7)
Max UplifK)=-400(LC 7), 1=-309(LC 6)
Max Grav9=1869(LC 2), 1=1706(LC 2)
PLATES GRIP
MT20 220t195
Weight: 159 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 34-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
recommends that stabilizers and reouired cross
be installed during truss erection, in accordance with Stabilizer
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2=-31 80/585, 2-3=-28551525,34=-27431547, 4-5=-20121429,5-6=-201 3/433, 6-7=-27201526,7-8=-28301511 ,
8-9=-31 731560, 9-10=0/59
8OT CHORD 1-'13=-53712747, 13-14=-34712233, 14-15=-34712233, 12-15=-34712233, 12-16=-25112224,'t6-17=-25112224,
1 1 -17 =-251 12224, 9-1'l =-37 5127 13
WEBS 5-12=-22811224.6-12=-7801272.6-11=-721496.8-11=-4161206. 4-12=-7931280. 4-13=-911524.2-13=-4361219
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{{ wide will fit
between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 9 and 309 lb uplift at joint
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Q8852
Truss
utu
Truss Type
GABLE
otv
1
Plv
1
FallCreekJ63TTanglewoodff im panogas-1 538
Job Reference (optional)
Mountain Truss & Components, ldaho Falls,s Aug 25 2011 Print:7.250 s Aug I Inc.Components,lD:YSTaKgJhsTvNL?FGmwwflKz2Hi6-TdAKe-nxSGEvCzT3WygicltfxxglPBHsW4WeoRz2TdF
ii.3.3 r ??-3.3 'i'#t
Scale = 1:57.9
6.00 FZ
4x4 =
10
O=il
29 28
sx6 =
344-0
DEFL in (loc) l/defl Ud
Vert(LL) 4.02 20 nlr 12O
Vert(TL) 4.02 20 nlr 90
Horz(TL) 0.01 19 nla nla
Wind(LL) 0.01 20 nlr 90
Pfates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code |RC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O,O
BCDL 8.0
LUMBER
TOP CHORD
BOT CHORD
OTHERS
1800F 1.6E
1800F 1.6E
Stud/Std
2X 4DF
2X 4DF
2X4DF
PLATES GRIP
MT20 2201195
Weight: 193 Ib FT = 0olo
BRACING
TOP CHORD Structural wood sheathing directly applied or 6{4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0{ oc bracing.
WEBS 1 Row at midPt 10-28
REACTIONS (lb/size)19=255/34-04 (min.0-3-13), 1=1111344-0 (min.0-3-13), 28=155/344-0 (min.0-3-1
0-3-13), 30=169i3a-0{ (mii.0-3-13),31=169/34-0-0 (min. 0-3-13),32=16713410{ t!1. 0-3J3), 33=177134{{
tmin. o-g-ta).34=136/34-0{ (min.0-3-13),35=261/34-0{ (min.0-313), 27=169134-O4 (min' 0-313)'1min. O-a-tO;,34=136/34-0{ (min.0-3-13),35=261/34-0{ (min' 0-3-13),27=169{31-91 (min' 0-313)'
)o=rogrsa{o (min.0-3-.13). ls--tagg+oa (min. 0-3-19), 24=168t344-0 (min.0-3-13), 23=1721344-0 (min.26=1 69/34{{ (min. 0-3-13), 25=16913444 (min. 0-3-13),
0-3-13), 22=157134{-0 (min. 0-3-13)' 21=207134-0{ (min' 0-3-13)
Max Hoz 1=-152(LC 7)
Max Upliftle=-8e(Lc 7i, 1=-16(Lc 7), 2e=-55(LC 6). 30=-70(Lc 6), 31=€s(LC 6,), fzlfs(l,c_01,_!ols!!Qo], 3a=-5fl1c 6),
35=-104(Lc 6), 27=-b1[c7),26=-iIGC 7),25=-65(Lc 7),2a=-ec(LC7), 23={a(Lc 7),22=-72(LC7), 21=-55(Lc
7)
MaxGravlb=315(LC2),1=13a(LC2),2S=186(LC2),29=211(LC13),30=20a(LC2),31=209(L!.13)'32=20^2(LC2)'sg=zr 4ilc r5), s+=r bs(Lc t 3), 3s=e1s(Lb B),27=211(LC 1a1,26=20a(Lc 2),25=2o4lLc A\2a=2o3(Lc 2),
23--2o7(Lc M\,22=1s1(LC 14)' 21=2$(Lc 1a)
FORCES (lb) - Maximum Compression/Maximum Tension
roF cHono' 1-2=-162ts1, zlg=-ss/oa, 34=-57t90, zt-5=-59/115, 5s=-23t123,6-7:59/155, 7-8---591187,8-9=-591222,9-1o=-591247 '
tO-11=-591241, 11-12=-59t2O1, 12-13=-591152,1 3-14=-59/106, 14-15=-7167,15-16=-59/62, 16-17=-58134, 17-18=43122,
18-19=-98/41, 19-20=0/58
BOT CHORD 1-35=0t162,34-35=Ot162,33-34=01162,32-33=Ot162, 31-32=O1162,30-31 =0/1 62, 29-3o=0fi62,28-29=On62'
27-28=0t162.26-27=0t162,25-26=O1162, 24-25=01162,23-24=01162,22-23=01162, 21-22=O1162, 19-21=01162
WEBS 1O-28=-154tO, 9-29=-17917 4, 8-3O=-172189,7-31=-172184, 6-32=-171185, 4-33=-178187, 3-34=-147174,2-35=-244t118'
11-27=-179!7O.12-26=-172191.13-25=-172t84,14-24=-171185,16-23=-175185,17-22=-159183,18-21=-213195
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
Zj Wina: mCe Z-0S; gomph; TCDL=4.8psf; BCDL=4.8psfi h=25ft; Cat. ll; Exp C; enctosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=I.33 plate grip.DOL=1.33
3) iruss deiigned for wind loads in the plane oithe truss only. For studs exposed !o wlnd (normal to the face), see Standard Industry
Gable End betails as applicable, or consult gualified building designer as per ANSI/TPl 1.
4) This truss has been designed for basic load i:ombinations, which include cases with reductions for multiple concurrent live loads.
5) All pf ates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0{ oc.
8j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
gi " This truss has been deiigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 2{-0 wide will fit
between the bottom chord and any other members'
Continued on page 2
252011 Print7.250sAug252011MiTekIndustries, Inc. WedJun2708:05:342012 Page2
lD:Y8TaKgJhsTvNL?F6mwWOKz2Hi6-TdAKE_nxSGEvCzT3WygicllfxxglPBHsw4weoRz2TdF
NOTES
30, 65 lb uplif at joint 31 , 65 lb uplif at joint 32, 69 lb uplif at joint 33, 53 lb uplif at joint 34, '104 lb uplif at joint 35, 51 lb uplif at joint 27 ,71 lb uplif at joint 26, 65 lb uplif at
joint 25, 66 lb uplift at joint 24, 64 lb uplift at joint23,72lb uplift at joint 22 and 55 lb uplift at joint 21 .
1 1 ) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced standard ANSI/TPI 1 .
LOAD CASE(S) Standard
Mountain Truss & Components, ldaho Falls,
Truss Type
Special Truss
6.oonz
3x4 /z
s Aug 2O1 1 Pnnt: 7.250 s Aug 25 2011 Mllek Industries, Inc. Wed Jun 27 08:05:35 2012 Page 1
lD:YSTaKgJhsTvNL?F6mwWOKz2Hi6-xpkiRKoZDaMlpT2F3fBx9WllPKtxSRC?lkFBKtz2TdE
Scale = 1:59.0
, 6-0-5 , 11-6-3 , 17-04 , 19-11-8 , 24-9.0 , 29-6€ ,31-6€ , 34{-0 ,35-6-0,-r
4x4 =
5x8:\
6
4x4 /z 5x6:\
7 3x4
2x4 'r\
t$ t-:
o
12lc
o
2x4 ll
I 4x8:\
tro
5x12 MT20H=---- 13 3x6 =
5x10 MT20H=
to
5x6
7x10'-
6.00 F2
SPACTNG 2-0-O
Plates Increase 1 .15
Lumber Increase 1.15
Reo Stress lncr YES
Code lRC2009/TP12007
DEFL in (loc) l/defl Ud
Vert(LL) {.35 14-15 >999 360
Vert(TL) {.66 14-15 >615 24O
Hotz(TL) O.27 11 nla nla
Wind(LL) 0.18'14-15 >999 24O
LOADING(psf)
TCLL 35.0
TCDL 8,0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1.6E
BOT CHORD 2 X 4 DF 18OOF ,I.6E
WEBS 2X4DFStud/Std
19-1 1-8 21-11-8 31-6-8
PLATES GRIPMT20 220t195
MT20H ',t65t146
Weight: 183 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-10S oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS
FORCES (rb)
TOP CHORD
BOT CHORD
WEBS
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05;90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) t This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will flt
between the bottom chord and any other members, with BCDL = 8.0psf.
7) Refer to girde(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 1 1 and 31 1 lb uplift at
joint 1.
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
(lbl size) 1 1 =1 57 7/0-5-8 ( min. 0 -24), 1 = 1 47 1 lMechanica I
MaxHozl=-152(LC 7)
Max Uplift1 'l =-401(LC 7), 1=-311 (LC 6)
Max Grav 1 1 =1 878(LC 2), 1=1715(LC 2)
- Maximum Compression/Maximum Tension
1-2=-32771598,2-3=-29131535,3-4=-2801/556, 4-5=-20251432,56=-1956/446,6-7=-29961541,7-8=-5182/896,
8-9=-53221884, 9 -1O=-532O1 81 2, 1 0-1 1 =-31 53/508, 1 1 -1 2=ol 59
1-18=-55112829, 18-19=-35312267, 19-2O=-353/2267, 17-20=-35312267, 16-17=-2osl1g77, 15-16=-21912204.
1 4-1 5=-37813135, 13-1 4=-36212794, 1 1 -'13=-35512676
2-18=4761228,tl-18=-95/565,4-17=-8101286,5-17=-28511328,6-'t7=-7591262,6-16=-960/77,6-15=-218l1890,
7-15=€8fl278,7-14---32512026,9-14=-2411143, 10-14=-27712197 . 1o-13=-'t 1741171
JOb
Q8852
Truss
D3
Truss Type
Common Truss
uty
5
Ply FallCreek/637Ta nglewood/Timpanogas-1 538
-l^h Pafaran.a /^^li^nrl\
Mountain Truss & Comoonents. ldaho Falls. lD 83402 Run: 7.250 s Aug 25 2011 Print 7.250 s
lD'Y87aKq.lh.TvNl
15 2011 MiTek f ndustries, Inc. Wed Jun 27 O8:O5i36 2012
,-1-6-0 6-0-5 , 't 1-6-3 17-04 , 22-5-13 27-',t1-11 , 34-0-0 ,35-6-0
Aug25 2011 MiTek Industries, Inc. Wed Jun 27 08:05:36 2(
-?F6mwWOKz2H i6-P0l4fgpB_tUcRHdSdMiAijryykDStwmS_
Scale = 1:59.5
6.oo FZ
4x6 =
6
Plate Offsets (X,Y): [4:O-2-O,Edsel, [8:0-2{,Edgel. [1 3:O-4-0,0-3-Ol
Plates lncrease 1.15
Lumber Increase 1.15
Reo Stress lncr YES
Code lRC20O9iTPl2007
DEFL in (loc) l/defl Ud
Vert(LL) 4.22 12-13 >999 360
Vert(TL) {.39 12-13 >999 240
Horz(TL) 0.14 10 nla nla
Wind(LL) 0.10 13-14 >999 240
LOADING(psO
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std
PLATES GRIP
MT20 220t195
Weight: 162 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and fequired cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTf ON S (lbl size) 2= 1 6 1 7/0-5-8 (min. 0 -2-0),'l 0= 1 61 7 lO-5-8 ( min. 0-2-0 )Max Hoz2=134{LC 6)
Max UplifP=-399(LC 6), 10=-399(LC 7)
Max crav2=1865(LC 2), 10=1865(LC 2)
FORCES (lb) - Maximum CompressioniMaximum Tension
TOP CHORD 1-2=0159, 2-3=-3'1641558,3-4=-282115O9, 4-5=-27111524, 5-6=-20041427, 6-7=-20041427,7-8=-27111524,8-9=-28211509,
9-1 0=-31 64/558. 10-1 1 =0/59
BOT CHORD 2-14=-50812705, 14-15=-33612216, 15-16=-33612216, 13-16=-33612216, 13-17=-24612216, 17-18=-24612216,
12-18=-2461221 6, 1 0-12=-37 4l27OS
WEBS 6-13=-22411218.7-13=-7801272.7-12=-721496.9-12=-4161206. 5-13=-7801272.5-14=-711496.3-14=-4't61205
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3$-0 tall by 2{{ wide will fit
between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint
10.
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Run: 7.250 s AugMountain
impanogas-1
O?lsJzz7dD
17-O4
J-J4
Scale = 1:59.0
6.00rz
5x6 ll
c
l-ITl-10o
al
3x6 --
7 2r4 t,
8
3-3'3 r 'i-$i' r ?'# r ?%1i r ?t9# t
*** Design Problems ***
REVIEW REQUIRED
DEFL in (loc)
Vert(LL) -0.53 11-12
Vert(TL) -0.90 12-13
Horz(TL) 0.53 I
Wind(LL) 0.25 11-12
l/defl Ud
>764 360
>449 240
nla nla
>999 240
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2009/TP12007
heel plate ree- larger wedge or slider
LOADING(psO
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X4DF'18OOF 1.6E
BOT CHORD 2 X 4 DF 18OOF 1.6E
WEBS 2X 4 DF Stud/Std "Except.
rNS 2X4 DF 1800F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2{ oc purlins'
BOT CHORD Rigid ceiling directly applied or 10{{ oc bracing, Except:
8-10-12 oc bracing: 9-1'1.
PLATES GRIP
MT20 2201155
MT20H 1651146
Weight: 152 lb fi = 0o/o
cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS (tbl size) 1 =1 41 410-5-8 (min' 0-1-1 3), 9=1 543/0-5-8 (min' 0-1 -1 5)
Max Hozl=-151(LC 7)
Max Uplift1=-309(LC 6), 9=a00(LC 7)
Max Gravl=1 706(LC 2), 9=1869(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension -
TopcHoRD 1-2=-3zz4ts7.t:24=-g3o9tsr2,3-4=-3197/593,4-5=-3293t715,5$=-43231667,6-7=-52881854,7€=-5391/839'
8-9=-571 5/891, 9J0=0/56
BOT CHORD 1-14=-521t2757,13-14=--533t2826, 12-13=-253t254O, 11-12=-49714393' 9-1 1:695/5097
wEad 2-ja=-564163,'2-j3=-53t237,4-1i=-4571221,5-13=-310/895,5-12=-27712635,6-12=-7091291,6-11=-1991741'
8-1 1 =-319/1 95
NOTES
1 ) Unbalanced roof live loads have been considered for this design'
iiwi;ilsaE i-bs; sompn; rcoGa.apst; BCDL=4.8psf; h=25ft; car. tt; Exp c; enclosed; MWFRS (low-rise) gable end zone; cantilever' tett and right exposed ; end vertical leit and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This trusjhas been designed for basic load c6mbinations, which include cases with reductions for mulliple concunent live loads'
ai nlt plates are MT20 plates unless otherwise indicated.
Si inil truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been oesigneO foi a iive'load of 20.0psf on the bottom chord in all areas where a rectangle 3S-0 tall by 2-04 wide will fit
between the bottom chord and any other members.
7) Bearing at ioint(s) 9 considers parallel to grain value using ANSIiTPI 1 angle to grain formula. Building designer shoutd verify capacity o{
bearing surface.g) provide mechanicat connection (by others) ot truss to bearing plate capable of withstanding 309 lb uplift at joint 1 and 400 lb upln at ioint
L
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 '1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
@2011 Mirek Industrils, Inc. wed Jun 2
l-D:Y87aK9JhsTvN L?FOmwfr f0Kz2Hi6-uCsSsOqqlBcT3QCeB4EPExN-b8WocMUlD2klPmz2TdC
21-10-11 1-6
Scale = 1:52.3
6.00 f12
TIt?Ifl-ol8 r+1
J
3.oo liz
DEFL in (loc) l/defl Ud
Vert(LL) -0.34 9-10 >970 360
Vert(TL) 4.58 9-10 >568 24O
Horz(TL) 0.37 7 nla nla
Wind(LL) 0.16 9-10 >999 240
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code 1RC2009ffP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X ADF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std
BRACING
TOP CHORD
BOT CHORD
WEBS
PLATES GRIP
MT20 2201195
Weight: 135 lb FT = 0%
Structural wood sheathing directly applied or 2-8-6 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0{ oc bracing.
1 Row at midot 3-1 1
that Stabilizers and cross
be installed during truss erection, in accordance with Stabilizer
REACTfONS (lb/size) 1 2=1 163/0-5-8 (min. 0-1 -8), 7=129afi-5{ (min 0-1-1 0)
MaxHozl2=-220(LC 4)
Max Uplift12=-231(LC 6)' 7=-355(LC 7)
Max Grav12=1404(LC 2)' 7=1568(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension .^
TOpCHORD 1-2=-16961292,2-3=-1696t423,3-4=-3054/433, +-5=-a1O2t978-,_9-6=-42O71663,6-7=-4543t717,7{=0/56' 1-12=-13771254
eOr CHOnO Y -12=$41206, 1 0-1 1 =-89/'l 655, 9-1 0=-28513241' 7 -9=-5381 4034
wEBs 2-11=-s07r243',ili=-+oolrzo,b-10=-196t2082,4-10=-723t295,4-s=-210t784,6-9=-340/201,1-11=-14411425
NOTES
1 ) Unbalanced roof live loads have been considered for this desion'
2) wind: ASCE 7-os: gomph; Tabl=;.8prf;Bdol=+gpst; n=2sfr; cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone: cantilever-'
rJd i"l'rsnt i*po'seo ; lnb uertical leit and right expbsed; Lumber DOL=1.33 plate grip DoL=1'33
3) This truss has been designed for basic load c-ombinations, *hich include cases with-reductions for multiple concurrent live loads'
aj ft ii irrii nas Oeen Oe"ilneJ ior' - r O.O psf Uottom cnord live load nonconcurrent with any other live loads'
5) . This truss has been designed for a live load of 20.0pst on ine-Uottot chord in all areas where a rectangle 3S-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members'
6) Bearing at joint(s) t z, z consiJers'paiallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) provide mechanicat connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at ioint 12 and 355 lb uplift at
ioint 7.g) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802'10 2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
o8852
Truss
D6
I russ I ype
Common Truss
ury
4 I
FallCreeU63TTanglewood/Timpanogas-1 538
Job Reference (optional)
Falls, lD 83402 Run: 7.250 s Aug 25 2011 Print:7.250 s Wed Jun 27 08:05:37 2012 Page 1
5-2-12 11-0-0 , 16-5-13 21-11-11 , 28-0-0 29-6-0;
lD:YSTaKgJhsTvNL?F6mwWOKz2Hi6-uCsSsoqqlBcT3QCeB4EPExN3wBbacMmlD2klPmz2TdC
Scale ='1:51.0
o
DEFL in (loc) l/defl Ud
Vert(LL) {.13 9-10 >999 360
Vert(TL) 4.25 7-9 >999 240
Hor4TL) 0.03 7 nla nla
Wind(LL) 0.04 7-9 >999 240
SPAGING 2.04
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8-O
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DFStudlStd
PLATES GRIP
MT20 2201195
Weight: 147 lb Ff =Ook
BRACING
TOP CHORD Structural wood sheathing directly applied or 5{{ oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0{ oc bracing, Except:
6-0{ oc bracing: l0-1 1.
WEBS 1 Row at midpt 3-10
recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnstallation
REACTIONS (lb/size) 11=1465/0-5-8 (min. 0-1-13), 7=1069/0-5-8 (min. 0-1€)
MaxHorzll=-218(LC 4)
Max Uplift1 1 =-412(LC 6), 7=-308(LC 7)
Max Grav l 1 =172O(LC 2),7--1252(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-551314,2-3=4631226,3-4---6551212,4-5=-1393/326, 5{=-1503/312, 6-7=-1855/362, 7€=0/59, 1-12=-39183
BOT CHORD 11-12=-39147 , 1O-11=-1831254, 1O-13=-2311023, 13-14=-23nO23,9-14=-2311023,7-9=-20111548
WEBS 2-11=-14941310.2-10=-1261948.3-10=-1041181,4-'tO=-7951273,4-9=-741520,6-9=-4391211,1-11=-2691172
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7{5; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
lefi and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent live loads.
4) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads.
5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2{{ wide will fit
between the bottom chord and any other members, with BCDL = 8.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4'12 lb uplift at joint 1 1 and 308 lb uplift at
joint 7.
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Q8852
russ
D6G
Truss Type
GABLE I
ury
1
:allCreeU63TTanglewood/Timpanogas-1 536
l^h Pa{aran^p /6nlidn2ll
Run: 7.250 s Aug 25 201 1 Print: 7.250 s Aug 25 201 1 MiTek 0E:u5:36 ZUl
YlFt 2FSRitl, ldaho Falls,
i1.3.3 ??.3f '''#,I D :Y87aK9JhsTvN L?F6mwWOKz2H i6-MOP14MrSwVkKhanqlnlen8wLwY 7dB
Scale = 1:51.9
31 30
4x4 =
25
5x6 =
24
DEFL in (loc) l/defl L/d
Vert(LL) -O.02 17 nlr 12O
Vert(TL) -0.O2 17 nlr 90
Horz(TL) 0.01 16 nla nla
Wind(LL) 0.01 17 nlr 90
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2009/TP12007
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 40F 1800F 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DFStud/Std
OTHERS 2X4DFStud/Std
REACTfONS (lb/size) 31=26/28{-0 (min. O-3-3),',16=249128-0-0 (min.0-3-3),25=166/28{-0 (min.0-
PLATES GRIP
MT20 2201195
Weight: 175 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0{ oc bracing.
WEBS 1 Row at midpt 7'25
(min.0-3-3),
(min.0-3-3),27=169t284-O (min.0-3-3), 28=167128-0-0 (min.0-3-3), 29=176128-0-O (min.0-3-3),30=126t284-O
24=169t28-O-O (min. 0-3-3), 23=169/28-0-0 (min. 0-3-3), 22=169128-04 (min.0-3-3)' 21=16812844
2O=172128-0-O (min. 0-3-3), 19=1571284-0 (min. 0-3-3), 18=207128-04 (min.0-3-3)
Max Horz31=-218(LC 4)
Max uptift3l=-3s(ic 4),'16=-69(LC 5), 26=-51(LC 6),27=-71(LC 6), 28=€5(Lc 6), 29=€a(Lc6),99=-sgtuc 6),2a=-sa(Lc
7),23=-70(LC 7),22=-65(LC 7),21=$6(LC 7),20={a(LC 7)'19=-72(LC 7)' 18=-s5(LC 7)
Max Grav3i =32(LC )), 1 6=307(LC'2),25=200(LC 2),26=211(LC 13),27=204(LC 2),28=202(LL13), ZS=213(LC 2),
30=156(LC 13),24=241$C1p),23=20a[C2),22=204(LC 1Q,21=203(tC2),20=207(LC 14), 19=191(LC 14),
18=248(LC 14)
FORCES (lb) - Maximum Compression/Maximum Tension
TOp CHORD' 1-2=-15t56,2-i=-40174,3-4=-431120, *5=-421166, 54=421215, 6-7=-441254,74=-431260, 8-9=-421235,9-10=-421201,
1O-11=-47t169,11-12=-7'1t197,12-13=-761132,13-14=-1041110,14-15=-131195,15-16={70/83,16-17=0/58,'t-31=-24146
BOT CHORD 30-31 =-35/206, 29-30=-35/206, 28-29=-351206,27-28=-3512O6,26-27=-351206,25-26=-351206,24-25=-351206'
23-24=-3512O6.22-23=-35t206,21-22=-3512O6,20-21=-351206,19-20=-35/206,18{9=-35/206,16-18=-35/206
WEBS 7-25=-16810, 6-26=-179t7o, 5-27=-172191, 4-28=-171183,3-29=-179188,2-30=-13317O, 8-24=-179173,9-23=-172189,
10-22=-'t72184. 11-21=-17 1185, 13-20---175185, 1 4-1 9=-1 59/83' 1 5-1 8=-21 3/96
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
Z)WnO: RSCe 7-0S; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone; cantilever' left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss deiigned for wind loads in the plane oithe 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 ANSI/TPI 1.
4) This truss has been cleiigned for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9j - nis truss has been deJigned for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24{ wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection ('by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 31, 69 lb--upln at joint 16,
51 lbupliftatjoint26,Tl lbupliftaiioint2T,65 lbupliftatjoint2S,64lbupliftatjoint29,98 lbupliftatioint30,54 lbupliftatjoint2470
lb uptifi at joirit 23, 65 lb uplifi at joint22, 66lb uplift at ioint 21, 64 lb uplift at joint20,72lb uplift at joint 19 and 55 lb uplift at ioint 18.
Continued on page 2
JoCl
Q8852
| russ
D6G
Truss Type
GABLE
otv Plv
1
iailureerubJ/ | angtewood/ | tmpanogas-1 538
Job Reference (oDtional)
7.250 s 1 7.250 s Aug ek Induslries, Inc. Wed Jun 2012| .r zv | | rtiltt. r.zou u Aug zo zu | | Mt I eK Inoustnes, Inc. Wed Jun 2l AA:OS:39 2012 page ?lD:YSTaKgJhsTvNL?F6mwwoKz2Hi6-Mop14MrswVkKhanqtntenBwLwy'i FL?FSRiusxcziTdB
11)Thistruss isdesigned in accordancewith the 2009 Inlernational Residential code sections R502.11.1 and Rg02.10.2andreterenced standard ANSt/Tpt 1.
LOAD CASE(S) Standard
7.250 s Aug 25 2011 Print 7.250 s Aug Inc.lD :YSTaK9JhsTvNL?FGmwwmKz2H i6-0bzDHi14HosBl kL
Scale = 1:9.4
tlI
Plates Increase 1.15
Lumber Increase 1.15
ReD Stress lncr YES
Code lRC2009/TP12007
csl
TC 0.15
BC 0.02wB 0.00
(Matrix)
DEFL in (loc) l/defl Ud
Vert(LL) -0.00 2 >999 360
Vert(TL) -0.00 2-4 >999 24O
Horz(TL) 0.00 4 nla nla
Wind(LL). 0.00
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2X 4 DF 18OOF 1 .6E
BOT CHORD 2X 4 DF 18OOF 1 .6E
WEBS 2X4DFStud/Std
REACTfONS (lb/size) 4=2glMechanical, 2=2341A-3-8 (min. 0-1{)
Max Hoz2=63(LC 6)
Max Uplift4=-7(LC 5), 2=-136(LC 6)
Max Grav4=36(LC 3), 2=290(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 't-2=0158, 2-3=-65h7 ,3-4={ 9/'15
BOT CHORD 2-4=-8111
NOTES
PLATES GRIP
MT20 2201195
Weight: 9 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 2{-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantitever
lefi and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loaos.
3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
4). This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3{-0 tall by 2-04 wide will fit
between the boftom chord and any other menibers.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 4 and 136 lb uplift at ioint 2.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
anglewood/Timpanogas-1
Mountain Truss ldaho Falls,.250 s Aug 25 201 1 MiTek Industries, Inc. Wed Jun 27 08:05:3E 2012 Page 1
lD:YSTaKgJhsTvNL?FOmwwroKz2Hi6-MOP14MrSWVkKhanqlnlenSwLTYl4LOfSRiUsxCz2TdB
7-6-0
1
Scale = 1:14.3
ItITlo
J
n1
2x4 ll
DEFL in (loc) l/defl Ud
Vert(LL) -0.00 3-5 >999 360
Vert(TL) {.01 3-5 >999 24O
Horz(TL) 0.00 3 n/a nla
Wind(LL) 0.00 5 >999 240
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2009/TP12007
LOADING(psO
TCLL 35.0
TCOL 8.0
BCLL O.O
BCDL 8.0
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1,6E
BOT CHORD 2 X 4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std
OTHERS 2X4DFStud/Std
REACTf ONS (lbl size) 6=224lMechanical, 3=376/0-3€ (min. 0-1 {)
Max Hoz6=-71(LC 7)
Max Uplift6=-44(LC 6), 3=-153(LC 7)
Max Grav6=269(LC 2), 3=460(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2:263135, 2-3=-3151 4O, 3-4=0/59, 1 4=-2551 51
BOTCHORD 54=4n7,3-5=Ol2o2
WEBS 2-5=0/95. 1-5=-21209
NOTES
PLATES GRIP
MT20 220t195
Weight: 26 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6{4 oc purlins, excepl
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0{ oc bracing.
recommends that Stabilizers and required cross
be installed during truss erection, in accordance with Stabilizer
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7{5; 90mph; TCDL=4.8psf; BCDL=4.8pst h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone: cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable studs spaced at 2-0{ oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0{ wide will fit
between the bottom chord and any other members.
8) Refer to girde(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at ioint 6 and 153 lb uplift at joint
10) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSIiTPI 1-
LOAD CASE(S) Standard
_9
Gom pl iance Gertificate
Project Title: 637 Tanglewood
2009lEcc
Rexburg, ldaho
Sinqle Familv
Bld!. faces tio oeg. from North
12Yo
8693
6
REScheck Software Version 4.4.1
Energy Code:
Location:
Construction Type:
Building Orientation:
Glazing Area Percentage:
Heating Degree Days:
Climate Zone:
Construction Site:
1340 Indian Hollow
Ammon, ld 83406
Owner/Agent:
Fall Creek Homes
Fall Creek Homes
1340 Indian Hollow
Ammon, ld 83406
208-522-4505
Designer/Contractor:
High Country Heating
High Country Heating
P.O. Box 627
Rigby, ldaho 83442
208-745-8056
highcountryhtg@gmail.com
Comoliance: 2.1% Better Than Code Maximum UA: 286 Your UA: 280
The % Better or Worse Than Code index reflects how close to @mpliance the house is based on code tradeofi rules
It DOES NOT provide an eslimate of energy use or @st relative lo a minimum-code home
1473
355
500
355
500
335
50.0
21.0
21.0
21.0
21.0
19.0
38
20Wall 1:Wood Frame, 16" o.c.
Orientation: Left Side
Wall 2: Wood Frame, 16" o.c.
Orientation: Front
Wall 3: Wood Frame, 16" o.c.
Orientation: Right Side
Wall 4: Wood Frame, 16" o.c.
Orientation: Back
Basement Wall 1: Solid Concrete or Masonry
Orientation: Lefi Side
Wall height: 10.0'
Depth below grade: 8.0'
Insulation depth: 10.0'
Basement Wall 2: Solid Concrete or Masonry
Orientation: Front
Wall height: 10.0'
Depth below grade: 8.0'
Insulation depth: 10.0'
Basement Wall 3: Solid Concrete or Masonry
Orientation: Right Side
Wall height: 10.0'
Depth below grade: 8.0'
Insulation depth: 1 0.0'
Basement Wall 4: Solid Concrete or Masonry
Orientation: Back
Wall height 10.0'
Depth below grade: 8.0'
lnsulation depth: 10.0'
Window 1: Other:Double Pane with Low-E
SHGC: 0.29
Orientation: Left Side
Window 1: Other:Double Pane with Low-E
25
19
22
14
0.0
0.0
0.0
385
283 19.0
490 19.0
0.0
12
16
0.350
0.350
Ceiling 1: Flat Ceiling or Scissor Truss
Project Title: 637 Tanglewood
Data fi lename: C:\Users\Steven\AppData\Local\Check\REScheck\637 Tanglewood'rck
Report date: OGl28l12
Page 1 of6
SHGC: 0.58
Orientation: Left Side
Window 1: Other:Double Pane with Low-E
SHGC: 0.29
Orientation: Front
Window 1: Other:Double Pane with Low-E
SHGC:0.58
Orientation: Front
Window 1: Other:Double Pane with Low-E
SHGC: 0.58
Orientation: Right Side
Window 1: Other:Double Pane with Low-E
SHGC: 0.29
Orientation: Back
Window 2: Other:Double Pane with Low-E
SHGC:0.29
Orientation: Back
Window 3: Other:Double Pane with Low-E
SHGC: 0.29
Orientation: Back
Window 1: Other:Double Pane with Low-E
SHGC: 0.58
Orientation: Back
Door 1: Solid
Orientation: Front
Door 1: Solid
Orientation: Right Side
32
16
16
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.330
0.330
57
JZ
zl
18
Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 2009 IECC requirements in
REScheck Version 4.4.1 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Name - Title
Project Notes:
Job Number: 637 Tanglewood
Signature Date
Project Title: 637 Tanglewood
Data filename: ClUsers\Steven\AppData\Local\Check\REScheck\637 Tanglewood.rck
Report date: 06128112
Page 2 of 6
REScheck Software Version 4.4.1
Inspection Ghecklist
Geilings:
tr Ceiling 1: Flat Ceiling or Scissor Truss, R-50.0 cavity insulation
Comments:
Above€rade Walls:
tr Wall 1:Wood Frame, 16" o.c., R-21.0 cavity insulation
Comments:
tr Wall 2: Wood Frame, 16" o.c., R-21.0 cavity insulation
Comments:
tr Wall 3: Wood Frame, 16" o.c., R-21.0 cavity insulation
Comments:
tr Wall 4: Wood Frame, 16" o.c., R-21.0 cavity insulation
Comments:
Basement Walls:
tr Basement Wall 1 : Solid Concrete or Masonry, 1 0.0' ht / 8'0' bg / 10'0' insul, R-1 9.0 cavity insulation
Comments:
D Basement Wall 2: Solid Concrete or Masonry, 1 0.0' ht / 8.0' bg / 10.0' insul, R-1 9.0 cavity insulation
Comments:
tr Basement Wall 3: Solid Concrete or Masonry, 10.0'ht / 8.0'bg / 10.0'insul, R-19.0 cavity insulation
Comments:
E Basement Wall 4: Solid Concrete or Masonry, 1O.O'ht / 8.0'bg / 10.0' insul, R-19.0 cavity insulation
Comments:
Windows:
fl Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame TyPe Thermal Break? - Yes - No
Comments:
E Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame TYPe Thermal Break? - Yes - No
Comments:
E Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame TYPe Thermal Break? - Yes - No
Comments:
tr Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame TYPe Thermal Break? - Yes - No
Comments:
E Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame TYPe Thermal Break? - Yes - No
Project Title: 637 Tanglewood
Data filename: c:\Users\steven\AppData\Local\check\REScheck\637 Tanglewood.rck
Report date:
Page 3
06128112
of6
Comments:
I Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled UJactors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
Comments:
D Window 2: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
Comments:
O Window 3: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
Comments:
tr Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
Comments:
Doors:
E Door 1: Solid, U-factor: 0.330
Comments:
D Door 1: Solid, U-factor: 0.330
Comments:
Air Leakage:
D Joints (including rim joist junctions), aftic access openings, penetrations, and all other such openings in the building envelope that are
sources of air leakage are sealed with caulk, gasketed, weatherstripped or otherwise sealed with an air barier material, suitable film or
solid material.
D Air banier and sealing exists on common walls betvveen dwelling units, on exterior walls behind tubs/showers, and in openings between
window/door jambs and framing.
n Recessed tights in the building thermal envelope are 1) type lC rated and ASTM E283 labeled and 2) sealed with a gasket or caulk
between the housing and the interior wall or ceiling covering.
D Access doors separating conditioned from unconditioned space are weather-stripped and insulated (without insulation compression or
damage) to at least the level of insulation on the surounding surfaces. Where loose fill insulation exists, a baffle or retainer is installed
to maintain insulation application.
D Wood-burning fireplaces have gasketed doors and outdoor combustion air.
Air Sealing and Insulation:
n Building envelope air tightness and insulation installation complies by either 1) a post roughin blower door test result of less than 7
ACH at 33.5 psf OR 2) the following items have been satisfied:
(a) Air baniers and thermal barrier: Installed on outside of air-permeable insulation and breaks or joints in the air barrier are filled or
repaired.
(b) Ceiling/aftic: Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed.
(c) Above€rade walls: Insulation is installed in substantial contact and continuous alignment with the building envelope air barrier.
(d) Floors: Air barrier is installed at any exposed edge of insulation.
(e) Plumbing and wiring: Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or
sprayed/blown insulation extends behind piping and wiring.
(0 Comers, headers, nanow framing cavities, and rim joists are insulated.
(g) Shower/tub on exterior wall: Insulation exists between showers/tubs and exterior wall.
Sunrooms:
E Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U-factor of 0.50 and the maximum
skylight U-factor of 0.75. New windows and doors separating the sunroom from conditioned space meet the building thermal envelope
requirements.
Materials ldentification and Installation:
Project Title: 637 Tanglewood
Data filename: C:\Users\Steven\AppData\Local\Check\REScheck\637 Tanglewood.rck
Report date: 06128112
Page 4 of 6
Materials and equipment are installed in accordance with the manufacturer's installation instructions'
lnsulation is instalted ln substantial contact with the surface being insulated and in a manner that achieves the rated R-value'
Materials and equipment are identified so that compliance can be determined'
Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided'
lnsulation R-values, gtazing U-factors, and heating equipment efficiency are clearly marked on the building plans or specifications'
Duct Insulation:
supply ducts in attics are insulated to a minimum of R-g. All other ducts in unconditioned spaces or outside the building envelope are
insulated to at least R-6.
Duct Construction and Testing:
Building framing cavities are not used as supply ducts'
All joints and seams of air ducts, air handlers, filter boxes, and building cavities used as return ducts are substantially airtight by means
of tapes, mastics, liquid sealants, gasketing or other approved closure systems' Tapes' mastics' and fasteners are rated UL 181A or
uL l gl B and are labeled according to the duct conshuction. Metal duct connections with equipment and/or fittings are mechanically
fastened. Crimp joints for round metal ducts have a contact lap of at least 1 1/2 inches and are fastened with a minimum of three
equally spaced sheet-metal screws'
Exceptions:
Joint and seams covered with spray polyurethane foam'
Where a partially inaccessible duct connection exists, mechanical fasteners can be equally spaced on the exposed portion of the '
joint so as to prevent a hinge effect'
Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in' w'g' (500 Pa)'
tr Duct tightness test has been performed and meets one of the following test criteria:
(1 ) postconstruction teakage to outdoors test: Less than or equal to 226.1 cfm (8 cfm per 1 00 fi2 of conditioned floor area)'
(2) postconstruction total leakage test (including air handler enclosure): Less than or equal to 339'1 cfm (12 cfm per 100 ft2 of
conditioned floor area) pressure differential of 0'1 inches w'g'
(3) Rough-in totat teakage test with air handler installed: Less than or equal to 169.6 cfm (6 cfm per 100 ft2 of conditioned floor area)
when tested at a pressure differential of 0'1 inches w g'
(4) Rough-in totat teakage test without air handler installed: Less than or equal to 113.0 cfm (4 cfm per 1oo ft2 of conditioned floor area)'
Temperature Controls:
tr At teast one programmable thermostat is installed to control the primary heating system and has set-points initialized at 70 degree F for
the heating cycle and 78 degree F for the cooling cycle'
Heating and Cooling Equipment Sizing:
tr Additional requtrements for equipment sizing are included by an inspection for compliance with the International Residential Code'
tr For systems serving multiple dwelling units documentation has been submifted demonstrating compliance with 2009 IECC Commercial
Building Mechanical and/or Service Water Heating (Sections 503 and 504)'
Circulating Service Hot Water Systems:
tr Circulating service hot water pipes are insulated to R-2'
tr Circulating service hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the
system is not in use.
Heating and Cooling Piping Insulation:
D HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R-3'
Swimming Pools:
tr Heated swimming pools have an on/off heater switch'
- Pool heaters operating on natural gas or LPG have an electronic pilot light'
tr Timer switches on pool heaters and pumps are present'
ExcePtions:
Where public health standards require continuous pump operation'
Where pumps operate within solar- and/or waste-heat-recovery systems'
tr Heated swimming pools have a cover on or at the water surface. For pools heated over 90 degrees F (32 degrees c) the cover has a
minimum insulation value of R-12'
Exceqtions:
Covers are not required when 60% of the heating energy is from site-recovered energy or solar energy source'
Lighting Requirements:
tr
tr
tr
tr
tr
tr
D
D
Project Title: 637 Tanglewooo
Daia fi lename: c:\Users\steven\AppData\Local\check\REScheck\637 Tanglewood.rck
Report date: 06128112
Page 5 of 6
D A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the following:
(a) Compact fluorescent
(b) T-8 or smaller diameter linear fluorescent
(c) 40 lumens per watt for lamp wattage <= 15
(d) 50 lumens per watt for lamp wattage > 15 and <= 40
(e) 60 lumens per watt for lamp wattage > 40
Other Requirements:
D snow- and ice-melting systems with energy supplied from the service to a building shall include automatic controls capable of shutting
off the system when a) the pavement temperature is above 50 degrees F, b) no precipitation is falling, and c) the outdoor temperature is
above 40 degrees F (a manual shutoff control is also permifted to satisfy requirement'c')'
Certificate:
n A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values; window
u-factors; type ancr efficiency of spac+.conditioning and water heating equipment. The certificate does not cover or obstruct the visibility
of the circuit directory label, service disconnect label or other required labels'
NOTES TO FIELD: (Building Department Use Only)
Project Title: 637 Tanglewood
Data filename: clUsers\Steven\AppData\Local\check\REScheck\637 Tanglewood.rck
Report date: OOl28l12
Page 6 of 6
'a/( 2009 IECC Energy
lJl Efficiency Gertificate
Ceiling / Roof
Wall
Heating System:
Cooling System:_
50.00
21.00
19.00
Window
Door
Floor / Foundation
Water Heater:
Date: -Name: -
Comments:
City of Rexburg Receipt Number:
Department of Community Development
gS Nortn 1st East / Rexburg, lD. 83440
Phone (208) 359-3020 / Fax (208) 359-3022
RPRSTN8402 Permit Fee DePosit
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City of Rexburg
35 Northtst East
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208-359-3020
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Gity of Rexburg
Department of Community Development Receipt Number:
35 North 1st East/ Rexburg, lD. 83440
Phone (208) 359-3020 / Fax (208) 359-3022
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
12 00306
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Permit - Electrical
Plan Check Fee
Fire lmpact
Hookup Fee/Sewer
Hookup FeeMater
Park lmpact Fee
Police lmpact Fee
Street lmpact Fee
Water Meter & Parts
Building Permit Fee
Deposit Applied
$40.00
$2.35
$184.61
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$317.00
$23.50
-$500.00
Total:
$40.00
$2.3s
$184.61
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$317.00
$23.50
-$500.00
$0.00
$0.00
$0.00
$0.00
$o.oo
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$5,182.91
12-0385 0710512012 Permit Fee Deposit s500.00 12 00306
CREDIT CARD $ 5,182.91
$s,182.91
JUt t 3 2012
genpmtneceipts Page 1 of 1