HomeMy WebLinkAboutALL DOCS - 12-00307 - 626 Tanglewood - SFRCITY OF Certificate of Occupancy
Gity of Rexburg
Department of Gommu nity Development
35 N. lst E. / Rexburg, lD. 83440
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Gonstruction:
Design Occupant Load:
Sprinkler System Required:
Plumbing
Electrical
1200307
International Building Code 2009
626 Tanglewood Dr
Single Family Residential
Type V, non-rated
N/A
No
Name and Address of Owner: Bc Stonebridge Llc
500 N Marketplace Ste '120 Dr
Centerville, UT 84014
Contractor: Higley Development, Llc
Special Conditions: Finished basement of 703 sq. ft.. Unfinished basement of 763
sq. ft.
Occupancy:Residential - 2 units or less, permanent in nature
This Certificafe, issued pursuant to the requiremenfs of Section 109 of the lnternationat Building
Code, certifies that, at the time of issuance, this building or that portion of the building that was
inspected on the date listed was found to be in compliance with the requirements of the code for
the group and division of occupancy and the use for which the proposed occupancy was
classified.
Date C.O. lssued:
G.O lssued by:
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 building or any portion thereof until the Building Official has reviewed andapproved said future changes.
Fire fnspectorz A//A
P&Z Administrator
Gertificate of Occupancy
CITY OF
City of Rexburg
Department of Gommunity Development
35 N. 1st E. / Rexburg, lD. 83440
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and OccuPancY:
Type of Gonstruction:
Design OccuPant Load:
Sprinkler SYstem Required:
Contractor:
Special Gonditions:
12 0A307
lnternational Building Code 2009
626 Tanglewood Dr
Single Family Residential
Type V, non-rated
N/A
No TEMPORARY
Name and Address of Owner: Bc Stonebridge Llc
500 N MarketPlace Ste 120 Dr
Centerville, UT 84014
OccupancY:
Higley DeveloPment, Llc
Finished basement of 703 sq. ft.. Unfinished basement of 763
sq' ft' Temporary Certificate of occupancy until
sidewalks are installed. Certificate expires
6101t13.
Residential- 2 units or less, permanent in nature
This Certificafe, rssued pursuant to the requiremenfs of Section 109 of the lnternational Building
Code, certifies that, at in" ti^, of issuance, this building or that portion of the building that was
inipectea on the date tisted was found to be in comptiince with the requirements of the code for
the group and division of occupancy and the use for which the proposed occupancy was
classified.
Date C;O. lssued: 211112013
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 riade to tne ouitoing or'any portion thereof until the Building official has reviewed and
approved said future changes.
Plumbing InsPector:Fire fnspectort N/A
Electricall P&Z Administrator N/4
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RESIDENTIAL BUILDING
35 N 1" E, REXBURG,ID 83440
208-372-2326
PERMIT APPLICATION
APPLICANT INFORMATION: ADDRESS CITY:
STATE; ZTP- EMAIL
PHONE #: Home ( ) \7ork / \ -cell( )\,/
t
'ARCEL NUMBER: . . ( We will provide this fot you)
tt i z.O
suBDrvrsloN, .Sfrer-A- brl4{- uNrr+ </ el-ocK# | Lor#-) /
e-aar.*it* is ba.J on-th-t informatioi - must be accurate)
n --^il:-^ r'r-ito' Patcel Acres:Dwelling Units:
PROPERTY ADDRESS:
PHONE #: Home ( )-- Work, (r .)%'"' t ^ffi
OWNER MAILING ADDRESS: lTlO L\O\\crTY'. {,.nrnon sTATE,JD zp'Ertlo\
(JWI\.Drt lvlf\rlJu\v
",^*"tk: Oq.1i"'^th.^r- *t t^" ^l /n
tr Afa
MAILING ADD
PHONE #: Home ( ) Work r l58A{to5 c.u t )
IDAHO REGISTRATION # & EXP.
.t* tl*,** tt*E'hr zIP 33ltt\
----@g-2V1,6
DATE-lolrllc-
EMA
A''LICANT,' 'IGNAT'RE, .ERTIFICATI.N AND AUTI{.RIZATIoN: Under penalty of perlrry, I-hereby certifi' that I have read this
application and state that the information herein is .o.."., n I t .*"- that any -r.r-^,iJ" Ji'.f ,riuy'rr".*-n.t be given bv me itr hearings before the
Irlannins and Zoning commission or the city council for t" iiay "i n",.u.,rg ,t ott b" truthful and corr".t. I afFee to .o-prv *irh all city regulations and
State laris rerating to th" .rbi".t -otter of this appliglugn;;;;#;;".i"."d representadves of the city to entef upon th" "bote-t"ttioned
property
for inspections purposes. Norg, n* uJarrg rrnaor -o;, revoke a perrnit on "pprJ;;;";
rnde, the'provisio"r of th" 2003 Intemational code in
cascs of any false statement J.ii.r#..r*r^*,?, "r r*i"i"""lfri#;; "" ai" pr-. "" *rrich the pernnit or approval was based' Permit void if not
---rA..i.L:- 1p.n..revsr Perlnit voidif;rd?R3tqps for 180 days' t nA r n
trm.ffffi:;:il.TJ'.T6
r. tr,i, u rot.dit? @ JES eI^i***::nl S"":]flj::ription
orpropertv)
il:#;:F#ii. Addi'lion' Etc)
-b, )t / tA
DATE
ile of Owner tilt*r*o - ''ILDING 'ERMIT MYgr B: PgsrE:-oi^-c:)tJ::"T:H::y;
u,."X..-.*?-*'*'"i?oi)I#l;'1ti'."d.*.'-':r':,"3:5::::"i:1y::ffi @t
:s are non-ferulr(laDrc auu '"'* -- -- - - . ,a"-oot "oo"titute
plan approval
City of Rexburg's Acceptance {6-: o]t':ffH::5"*its are void if vour check d
ACT PHONE #
**Bu'ding pe*?""j.Y:T$".*.j:':ffiffi;#fi';;;td;;;.;i, .'. "oia fv""' ii"k does not creats
t suBcoNTRAcToR LIST O
Excavation & Earthwork:
N[asonry:
Roofing:
Insulationi
Drywall:
Painting:
Floor
Coveringsi
Plumbing:
Heating:
Elec
4L*Qlumbtr
Special Construction
(Manufacturer or SuPPlier)
Roof Trusses:
Floor/Ceiling Joists:
Siding/Exterior Trim:
Other:
?
Building SofetY DePorlment
CilY ot Rexburg
, 35N l',E
Rexburg, lD83140 wwwiexburg.org
NANTE
MOPERTY ADDRESS
SUBDIVISI9|i ltor
P$nsE 7 BLOCK--L-
frern odcliag Yout Buildiag/I{ omc (need Estimate)
SURFACE, SQUARE FOOTAGE:
?hone:208.372.2326
Fox:208.359.3022
Permit#
(Shall include the exteriot wall measuremelts of the building)
''lWater Metet Size:
qfe. t4 bh' t \1 unfinished Basement ^t" 19 U UFirst Floor trr. l2l) l*
Second floor/loft Ate Finished basement arca
Tlhidfloor/loftarea Garage u"^ ' ---- ''-- 51f-
Catpott/Deck (30" above grade)A
I
Shed or
Vatet Metet QuantitY:
l
Requited!!!
Spdnklers
Tub/Showers
Toilet/Utinal
Vater Heater
Watet SoftenerHot Tub/Spa
, Sinks pavatories, kitchens, bar, mop)
I n',tu*bing Estima'te $_- (69MMERC1AL/MULTI-FAMILY ONLY)
W
License Numbcr& ExPiration Date
,PLUMBING
ptumbins Contractor's J"*"' \4iClzrno\ Qf ertfq Btsiness Name: The P\ t r Vnln'r' Cnc'
aaa,e.. ?.0. oY. 2l4g
' city f,/Aho t-alls s urcr{L-z;pw
; dontactphone: t2O0 ?51- llt{O gusiness Phone: (?{6) 691- llL+O
nmairtlrep\urrnbzrllc@)alnoo, r^* 28-52*-fiV
: Dishwasher-_-
--___ Floor Dtain
GarbaPe Disposal_|--
i Clothes Washing Machine
Building SofetY DePorlment
CltY ol Rexburg i
35N ldE
Rexbvq, lO 8344o
Phone:208.372-2326
www.rexburg.o(g Faxi2(n359.3022
NAMH
PROPER]Y ADD
SUBDIVISION )FC
Pru\SE, <I
Requircdl!!
j Mechanical Conttactor'
lixhaust or Vent Dtets (nnter fuanr)
Dryer Vents
Range Hood Vena
Cook Stove Vents
Bath Fan Vents
othct similar vcnts & ducts:
/,'?f '1or{
Permit#
MECH'4I{IC'4L
s Name Sl-eqt- f- ,rJC* Business Name
Address F. Q- PoF L'l 1l cit!
CetI Phone (1,'o|1)PhoneQtfi
Fax(flt)$
Mechanical Eetimete $--__- (Commetciat/Multi Family Only)
FtrTUR"ES&'4PPLIANCE|CoaNT$iaglckmilyDwdliagofrIy)
Furnace
Furnace/Air Conditioner Cornbo
Heat PumP
Air Conditionet
Evapotative Cooler
Unit Hcatcr
Space Heater
Decorative gas-fued aPPliance
Incinerator SYstem
Boiler
Pool Heatet
Fuel Gas Pipe Outlets including stubbed in or fun:re outlets
Inlet Pressure (Meter SuPPIY) PSI
Heat (Circle all that apply) Gas Oil coal Fireplace Elecaic Hydronic
i'''ti;:k#!'f
35N I'tF
Rexburg. lD 83440 www.rexburg.org
Cily ol Rexburg
Phone:208.3722326
Fax;208.359.3022
O\T(NER'S NAI\fE
PROPERTY Pcrmit#lZ oo3o?
fu-"ywununf poWcfSUBDMSIOAI a
PHASE
Requ*edll! ELECTRIC'4L
Electrical conrractor's Name !^ )'':'!' i'i^ 0 rtl u ousiness Name
. :_
it l:Xtt{"il{{ ;
$
n
tr
n
ft
{'+Over 4,500 sq ft- $216 plus $.04/sq fn - sq ft toal
a,aar.s, i l:J ,7 Li , i.] 5 .5 c ity-E!-f-*Jii st^t -iD --z.ip.fi'J7t
Ceil phone ()rF) ,48i Ll ( /L; h:siness Phone (Jlb )(6 tt-q (,/ ;
Fax ( 1 (*"twt , i i^)n>'^, ua ft)1,,M A,l , tfttn
Elecuical Estimate (cost ofwiring & labot) (COMMERCIAI/MULTI-FAMILY ONLY)
(Iachdx the a$ oJnateiab installcd ngmdhs of tbt paiy Mpptiagit}
TYPE S OF INST.'4LLATION
(Ncw X.ecideatial inchtdcs owtythbg conbiacd vlthia the msidcotid snucntc lad tmchcd gttegc at the saac tiac)
RESIDENTIAL ONLY
tr x1,501 to 2,500 sq ft - $120
tr x3,501 to 4,500 sq ft - $216
Existing Residential (# of Branch Ckcuits) - $40 plus $10 per citcuit;# of circuits
n Tempomry Consuuction Sen ice, 200 amp or less, one location (for a pedod not to exceed 1 year) - $40
n spa, Hot Tub, Srvimming Pool - $40 plus $40 grounding grid where applicable
tr Electric CenUal Systems Heating and/ or Cooling (aher not part oJ a tev rc.ridential conrtruiliu Ftmit
anl ao additioaal tvttirlg - $40
B Moduiar,I\lanufactured or lrlobile Home - $50 plus $10 per circuit
tr other Installations: wiring not specifi.cally covered by an1' of the above:
Cost of lViing& I-altor S.(Iadvdn tbe nst oJ materialr in$alhd rcganlht otthe Paq wppling it).
tl Pumps (Domestic'W'ater, Irrigation, Sewage): horse Power
o Requested Inspecrions (of edsting widng) - $aOlht (1 ht minimum) plus $40/ht thereafter
*Includes a maximum of 3 inspectirns, .{rklitirnal inspcctions charged at re<;uested inspectioo rate of S4O per hour.
*+ Iaclurles a rnaximum of 4 inspections, A<kliu<mal inspections charged at requested inspection rate of S40 pet hour.
*Up to 1,500 sq ft - $12
*2,501 to 3,500 sq ft - $168
:,/ I /; I t/\^:,oti Ll,/tt',';tiiltr[.1.t':j ll 7-i
,. Silpanue of Licensed Conua{<rr License number
t
, /.t,t / t,t
*;' '* I i t't\-' Date
rr!
Structural Calculations
For:
Plan #:
Fall Creek Homes
lnc.
Hollow Road
. Utah 84050(s0l) 876-3s01
12 00307
626Tanglewood - SFR
Office CoPY
26Jwe20l2
1a!
n"rigrhhtsla IBC 2ooe:
RoofLoad;
Live Load (PSF)
Dead Load (PSF)
Floor Load;
Live Load (PSF)
Dead Load (PSF)
Seismic Zone:E
40
15
40
10
Wind Speed: 90 mph (110 mph 3 second gust)
100 mPh (120 mPh 3 second gust
Exposure C or
) Exposure B
Material Properties & Assumptions
c""r*t" ps(f.';, z5-00 6o.r.rd.), 2500 (slabs), 4000 (susp. slabs)
Concrete Reinforcement: ASTM ,4.615 Grade 60
Site conditions: Dry & stable granular based, 2000 PSF Bearing capacity, Glalular Based
Backfill (KH:35 pcf,l(P:225), Slope not to exceed 20%, Minimum setback from slopes of
25',
Dimensional Lumber: Hem or Doug Fir #2 & BTR
Steel: ASTM A36
Use Simpson sffaps and tie downs, and meet nailing, reinforcement and other structural
requirements as noted on the drawing and within th-" pug"t of this document' These structural
carculations are based on conditions and assumptionr tirt"a above. If the conditions listed herein
are not met or are different it shall be brought to ttre attention.of the engineer. Roof Truss and
beam system to be engineered by ttre supffie.. This engineering assumes that the building site is
dry and stable, a high"water tabll or adverse soils such as plastic clays' fills etc' could cause
future flooding, settiement, site instabihry, or other advelge conditions' Verification of and
liability for the ,oif t"urirrg pressure, site stutitity, and all other site conditions' including site
engineering u.."qoir"a, iJaft. responsibility of others. These calculations and engineering are
for the new building '*"*'" only and do not provide any-engineering ana|vsi::|o'
liability/wananty for the non-struttural portions of the building, or the site itself' William York
is the sffuctural engineer only and does not assume the rore of;'Registered Design Professional"
or,,Engineer of Record,'on this project. The purpose of these calculations and engineering is to
help reduce structural damage und loss of life due to seismic activity and/or high wind
#
conditions. The contractor shall verify all conditions, dimensions and structural details of the
drawing. Multiple use of these calculations is not permitted.
All exterior walls shall be sheathed withT116" APA rated structural wood panel. Block all
horizontal edges 7 Yz" 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 than %" from
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 to verify all dimensions, spans, & conditions and notify engineer of any errors,
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: ll4bars continuous for all footings
2: # 4 bars each side of openings &2# 4 bars top & bottom extend 36" beyond opening
5. Use /2" x 10" J bolts 32' O.C. all foundation walls
6. If discrepancies are found, the more stringent specification shall be followed.
7. All multiple 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 connectors/hangers.
I 1. Contractor shall assure 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. | .7 .2 is met. If set back requirements of R403. 1 .7 .2 can not be met then contact engineer
for further design requirements.
12. The contractor shall conform with all building codes and practices as per the 2006 IRC.
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.
1 6. Foundation steps shall not exceed 4 feet or t/z the horizontal distance between steps. Horz.
rebar shall be 12" O.C. through step downs and extend 48" either side of step
l7.lf gnage return walls are less than 32" wide then extend headers across return walls with 2
king studs on 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 Yr" 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 strucfure down to footing for all load paths.
22. Bullder 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
Footing Calculations
Goncrete Specs
Density (pcf)
Strength (psi)
Clear Cover Thickness (in)
Foundation
Overall Height (ft)
Height (in)
Wall Thickness (ft)
Thickness (in)
Weisht (kips/|ft)
Footing Specs
widrh (ft)
Width (in)
Height (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
TotalWeight on Soil (kips)
SoilLoad (ksf)
Required Footing Width (in)
Required Footing Depth (in)
Plan: Gascade
Date: 26 June2O12
Location: 626 Tanglewood, Rexburg
back front left
150 150
3000 3000
33
right interior
150 150 150
3000 3000 3000
333
125
1 500
0.41
7.83
94
0.67
8
0.78
1.50
18
0.67
I
0.15
1.50
31
0.85
10
0.20
14
0.35
1.40
2.34
1.56
1E
8
7.83
94
0.67
8
0.78
1.50
18
0.67
8
0.15
1.50
125
1500
0.41
31
0.85
10
0.20
15
0.38
1.43
2.36
1.57
1E
8
7.83
94
0.67
8
0.78
1.50
18
0.67
8
0.15
1.50
125
1 500
0.41
10
0.28
10
0.20
2
0.05
0.53
1.46
0.97
16
8
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
100
0.28 0.00
10 10
0.20 0.15
230
0.05 0.75
0.53 0.90
1.46 1.O4
0.97 0.78
lU ltt
88
Plan: Cascade
Date: 11 May2011
Location: 670 Jex
Sawn Lumber
Load Parameters
Floor Live Load(psf)
Floor Total Load(psf)
Floor'l Span(fi)
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)
Total Load (plf)
Reactions & Moment
Duration lncrease
Beam Span(ft)
Reaction 1 (lb)
Reaction 2 (lb)
Max Moment FtLb
Max Shear Lb
Determine Beam Size
Depth Estimate (in)
Width Estimate (in)
CF=
Area =
Momemt of Inertia | =
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 Deflection (in)
LL Deflection F/S
Deflection TL (in)
TLoad Def. Limit U
Allowable Deflection (in)
TL Deflection F/S
Selection
RB-2 FB-1
40
50
0
0
0
20
0
40
55
36
990
5.6
720
996
11
4 4.5
1991 1697
1991 1697
1991 1909
1991 1697
9.25 7.25
33
1.10 1.20
27.75 21.75
198 95
558 872
935 1020
1.67 1.17
165 180
3053 26',10
1.53 1.54
1.64 1.40
1300000 1300000
0.02 0.04
360 360
0.13 0.15
8.27 3.36
0.02 0.06
240 240
0.2 0.225
8.97 4.00
2:2x10 2:2x8
40
50
30
750
0
20
0
40
55
0
0
4.4
600
754
FB-2
40
50
19
475
0
20
0
40
55
0
0
5.6
380
481
1
7
1682
1682
2943
1682
9.25
3
1.10
27.75
198
826
935
1.13
165
3053
1.81
1.38
1300000
0.08
360
o.23
2.92
0.10
240
0.35
3.47
2:2x 1O
Plan: Cascade
Date: 11 MaY 2011
Location: 670 Jex
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 (Psfl
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 SafetY =
Bearing Required =
E (psi)
Deflection LL (in)
LLoad Def. Limit L/
Allowable Deflection (in)
LL Deflection F/S
Deflection TL (in)
Tload Def. Limit U
Allowable Deflection (in)
TL Deflection F/S
Selection
RB-1 FB-3
40 40
50 50
017
o 425
70
20 20
140 0
40 40
55 55
20
550
9.6 18
40 340
205 443
1
16
1637
1637
6549
1637
49
9.50
3.5
33
2684
11775
250
1.80
285
6318
3.86
0.62
1900000
0.12
360
0.53
4.30
0.64
240
0.80
1.26
2:9/2"
1
16
3545
3545
14179
3545
57
11.88
5.3
62
2604
26793
734
1.89
285
1 1850
3.34
0.90
1900000
0.36
360
0.53
1.48
0.47
240
0.80
1.71
3:11718"
Plan: Cascade
Date: 11 May 201 t
Location: 670 Jex
TJI Joist
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 (plf)
Joist Loading (plf)
Max Reaclion (lbs)
Max Momenl (FtLb/tf)
Max Shear Lb
Determine Joist Size
Depth
Max Moment 100% (ft-lbs) =
F. S- for moment =
Max Shear 100% (lbs) =
F. S. for shear =
Bearing Required (in.)=
Live Load (U360) =
Total Load (L/240) =
El x 10^6 (lb-in^2)
Live Load Detlection (in)
Total Load Deflection (in)
Live Load F of S
Total Load F of S
Selection
210
t6
9.5
10
40
50
1
16
16
2.6
69
554
2217
554
9112"
260V
1.29
980
1.77
2.00
0.53
0.80
167
0.51
u.oo
1.05
1.21
I 1/2" 210's @ 16'o.c
Plan: Cagcade
Date: 1t May 2011
Location: 670 Jex
Seismic Calculations
Loading Summary
Floor Dead Load (pso 10
Floo. Live Load(ps0 40
Walls (Extxps0 20
Walls (lntxps0 10
Roof Oead Load(psf) 15
Roof Slope
Exterior
Snow Load Reduction
Slope
Snow
Pitch over 20
Rs
Reduction
L.L.- Reduction
Total Load
Seismic Zone E
Roof LL(psO 40
RoofDl(psf) 15
6 112
combination
Seismic Paramaters
26.56 V=CS'W/l.4
40.00 Fa= 1
R= 6.5 table1617.6
Ss= 1.5
Sms= 1,50 eq. 16-'to
40.00 sds= 1.00 eq 16-18
55.00 Cs= 0.184 Pereq 1649
Adj. Factor 1.4
cs= 0.1317
Length W(Psf) Lb/ft width w(b)
50 23 1 150 51 58650
roofwall 8o8o
Total Mass Tributary to Roof Levels = 66730
Shear (Vxlbs) Roof Levels = 8791
Length w(Ps0 lb/ft width W(lb)
s0 10 500 sl 0
wall height 0 aOAO
Total Mass Tributary to Floor 2= 0
Shear (V)(lbs) Ftoor Levels = 0
Length W(PSO lb/ft Wdth w(b)
50 10 500 51 15020
wall height I 10'100
Total Mass Tributary to Floor 1= 25120
Shear (Vxlbs) Floor Levels = 3309
Roof
Flooi 2
Floor 1
Fbor 1 Lateral Force 0
Floor 2 Lateral Force u
Rool Lateral Force a/91
lotal seismic Mass = 918U.)
Total Lateral Force = 6791
seismic Force Distribution
"' Roof Sections ""'
Roof
Fbor 1
tloot z
V/sum(wl-Hl) =
E asemenl Dneer wall
Total Load (kips)
nght side
tett side
tronl
bacl(
Froor'r lneer wall
Total Load (kiPs)
nght srdeten srde
lronl
bacK
Ftoor z lneer wall
Total Load (kips)
nght srde
tett sidetrontbacK
shear wall critical Lengths
Front
Back
Right
Left
H(x) w(x) kip W(x)H(x)
13.3 67 8E4
1.0 U U
0.000
Totals 67 884
0.(10994 Total shear (lbsl =
F(totar)
8.84.4
4.4
4.4
4.4
F (totar )8.84.44.4
4.4
4.4
l-(totar) Length
8.84.4 10
4.4 10
4.4 10
4.4 10
o/o Force Total Sheer I
100.00% 8.7907609
u.0lJ% E./90/ti09
U.oU% A.r/90/609
1
6/91
Shear Wall Load (Plf)
Not Applicable
Not Applicable
Not Applicable
Not Applrcable
Shear Wall Load (Plf)
1t6163
314
336
Shear Wall Load (PlO
Not Applrcable
Not ApplicableNol Applr@bleNot Applrcab|e
cntrcal | (tt)
6
I
I
Length
10
10
10
10
Length
25
241413
uL (pr)
951934350350
o-53
442'1067
1 199
4
1848
2350
1766'1898
wall uL l-loor uL200 375
200 350
200 50
200 50
Root uL
6JZ.C852.5275275
catculate uplitt, Force Req'd to Prevent oT (lbs,
Panel Length (ft)
Frcnt
Back
Right
Left
ZJ
3750 2799
42'18 3284
2465 2'116
2597 2248
8-1955-1387
367499
Plan: Cascade
Oate; tl MaY 2011
Leatio: 670 Jex
Wind L@ding Calculations using Main Windforce'Resistlng System (MWFRS)
Lon gitudinal Dlrection
Wlnd b.lsn Cdtrd.nb
P=wind l€d'exp c@tf lw
P=Dsign Prsure
Horizontal Wind L@d (from table '1609.6.2,1(1)
WallL€d (pst=
end zme (A)
inlerior zme (C)
R@f Load (psf)=
end rcne (B)
intqior zoe (D)
Verti@lWind Load (from table 1609.6.2.1(1)
R@f Load (psD=
end zonewindward (E\ -7.2
od zme leilard (F) -9.8
interid zoe windward (G) -5.2
interior zone lward (H) -5.2
Exposu.e C@ficifli (ftom table 1609.6.2.1(4) 1.21
lFtmportan@ Factor(from table '1604.5) 1.0
Roof Slop =
R@f Ansl6 {dos}-
P=wind load*exp c@fPlw
hqizonial wall intqior
hqizontal wall sd zone
horizontal @of interiot
horircntal oof end zone
vertiel end zgne windward
verti€l end zone leward
vertiel inierior zone windward
verti€l interior zone leilard
.4'Hmean
.'1'base
End Zone Width (ft)
lnteris Zme Vudth (ft)
Gabb Root Lmd
Hip Rd Ldd
Flw 1 Diapkar Sh.ar
Total Shear(lbs)
Front Wall Length
Back Wall Lsgth
b$ffiont Dl.ph.F Shoar
Total Shear(lbs)
Front Wall Lenglh
Back Wall Ltrgth
16.1
11.7
2.6
5
41
wldh
End 5
fnterior 41
2nd storyEnd Zone Width (ft)
2nd Storyl nterior Zoe Width (ft)
90 Roof Height 8.50
C Wall Height 9
Tru$Span 34
6 112
26.56 Sine = 0.4472
Minimum Pressre
Adjusted
14.16 14.16't9.48 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
5
41
Area windlo.d
End 433.5 10.00
tntsjd 6 10.00
Total
Width kighl
End 5 1.0
Interior 41 1,00
Hotsht Wind Lsd
2.4 19.48
3.05 14.16
Sum =
19.48'14.16
Sum =
Fd@ {lbr}2U
3163
3396.42
For6 (lb)
4335
o
4335
2nd Sttr
Forc. llbrft) Fdc. (br
195 194.81
580 580.44
775-247 775.25
o
0
0
o
81012-1325 -2221 -3117
-1085 -1964 -2843
Fld 2 Diaphrar shear
Total Shear(lbs) 4335
Front Wall Length 10
Back Wall Length 10
bnolh Wind Load
22.50 FALSE
22.ffi FALSE
22.fi FALSE
22,50 FALSE
shear wall Loads (plt)
Not Appli€ble
NotAppli@ble
Shear wall Loads (plf)
Shear wall Loads (plf)
NotApplicable
Not Applicable
Total 1 1 100
Tolal (pr) 55
widh
end zone windward 5
leilard 5
interior zone windward 41
leilard 41
375
405
46
466 429
673 -206
Crittcal Wall Length (ft)=
F ont Wall Dead L€d (pf)= 951
Front Wall Criti€l Length (ftF 4
Back Wall Oead L@d (Pt0= 934
Back Wall Criti€l Length (ft)= 4
Calculaie Uplift, Force Req'd to Prevent OT (lbs)
Panel Length (ft) 2 3
r0537
14
11312
10
10
1362 914
1552 1113
Front
Back
Plan: Cascade
Date: ll M.y2011
L@ation: 670 Jex
wlnd L@ding Calculations u3ing Maln \Mndtorce-Resisiing System (MwFRS)
Tran3verse Direclion
Wind klgn C€tfld.nb
P=wind load'exD coeff* lw
P=D6ign Prsure
Hqizontal wind L@d (ftom table 1609.6.2.1(1)
Wall Load (psfF
end zone (A)
interiorzone (C)
Rooi L@d (ps0=
end zone (B)
interior zone (D) 2.7
verti€lwind Load (lrom table '1609.6.2.1(1)
Root Load (Psf)=
end zone windward (E) -7.2
end zone leryard (F) -9.8
interior zone windward (G) -5.2
interior zone leilard (H) -5.2
Exposure C€{fcient (lrcm table 1609.6.2.1(4)
lFlmportan@ Faclor (frm table 1604.5)
Wind Stsed: 90
Expuro C
Rd Slots -
RootAnsl€ (&s). 26.56
P=wind load'exp coeff lw
horizontal wall interior 14.16
horizontal wall end zone 19.48
horizontal roof interio. 3,27
horizontal roof end zone 3.15
wdi€l end zone windward -4,7'l
wrti€l end zone leilard n 1.96
wrti€l interior zone windward -6.29
vertiGl interior zone leila.d -6.29
End Zone Width (ft)
Inlerior Zone Width (ft)
G.bb R@t Ldd
Hip Roof Ldd
Wlll Ldd
'16.1
't1.7
2.6
'|.21
1.0
Roof Height 8.5
Wall Height 9
Tru$ Span 34
6 t12
Sine = 0.4472
Minimum Presure
Adjusted
14.1 6
19.48
10.00
10.00
0.00
0.00
0.000.00
5
40
wdh
End 5
lnterior 40
Area
End 425
Inlerigr 0
width
End 5
lnterior 40
2nd sioryEnd Zone Width (ft)
2nd Storylnterior Zone Width (ft)
H.lsht Wind Ldd Fd€ (lb)
2.4 19.48 2U
3.05 14.16 3086
Sum = 3319.281
40
10.00 4250
10.00 0
Total 4250
Helght'1.0
1.00
wind L@d Forc. (lb)
19.48 195'14.16 566
Sum = 761.09
wind Ldd Fd6 (lbrl
FALSE O
FALSE O
FALSE OFALSE O
znd Slory
194.81
566.28
761.09
widh
5
5
40
40
4681012
708 416 123 -169 461
656 364 72 -220 -5131000 854
948 802
Front
Back
end zone windward
EilATd
interior zone windward
EWard
bngth
42.50
42.50
42.50
42.50
Shearwall Loads (pl0
Not Appli€ble
Not Appli€ble
Shear Wrll Loads (pl0
215
207
Shear Wall Loads (plo
Not Appli€ble
Not Appli€ble
Total 11312
Total (plf) 57
Flod 2 Dl.phrlgm sh.!r
Totral Shear(lbs)
Lei wall Length
Right Wall Length
Flor 1 Di.phr.sm Sh.tr
Total Sh€r (lbs)
Left Wall Length
Right Wall Length
ht.mnt Dirph.gm Sh..r
Total Shear(lbs)
Lett Wall Length
Right Wall Length
Crltlcal Wall Length (ft)=
Left Wall Dead L@d (ptf)=
Left wall Critical Length (ft)=
Right Wall Dead Load (plO=
Right Wall Criti€l Length (ftF
Calculate Uplitt, Force R6q'd to Prevent OT (lbs)
Panel Lengh (ft) 2 3
42&1010
10339
24
11100'10
't0
350
7
350
6
)
Compl iance Gertificate
Project Title: 626 Tanglewood
2009 rEcc
Rexburg, ldaho
Sinqle Familv
Bld!. faces 5ts oeg. from North
17o/o
8693
6
Owner/Agent:
Brycon Higley
Fall Creek Homes
1340 lndian Hollow
Ammon, ld 83406
208-5224505
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
Designer/Contractor:
High Country Heating
High Country Heating
P.O. Box 627
Rigby, ldaho 83442
208-745-8056
highcountryhtg@gmail.com
Compliance: 3.5% Better Than Code Maximum UA: 311 Your UA: 300
The % Better or Worse Than Code index reflects how close to @mplian@ the house is based on code trad+off rules
It DOES NOT provide an estimate of energy use or cost relative to a minimumsde home.
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 16" o.c.
Orientation: Right Side
Wall 2: Wood Frame, 16" o.c.
Orientation: Right Side
Wall 3: Wood Frame, 16" o.c.
Orientation: Back
Wall 4: Wood Frame, 16" o.c.
Orientation: Back
Wall 5: Wood Frame, 16" o.c.
Orientation: Left Side
Wall 6: Wood Frame, 16" o.c.
Orientation: Front
Basement Wall 1: Solid Concrete or Masonry
Orientation: Right Side
Wall height: 9.0'
Depth below grade: 8.0'
Insulation depth: 9.0'
Basement Wall 2: Solid Concrete or Masonry
Orientation: Back
Wall height: 9.0'
Depth below grade: 8.0'
Insulation depth: 9.0'
Basement Wall 3: Solid Concrete or Masonry
Orientation: Left Side
Wall height: 9.0'
Depth below grade: 8.0'
Insulation depth: 9.0'
Basement Wall 4: Solid Concrete or Masonry
Orientation: Front
Wall height: 9.0'
Depth below grade: 8.0'
1 536
342
25
410
25
342
446
329
50.0
2',t.0
21.0
21.O
21 .0
21.0
21.0
19.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
40
19
1
16
1
19
20
't4
19.0
19.0
446
190.0
120.0
19lon
Project Title: 626 Tanglewood
Data filename: C:\Users\Steven\AppData\Local\Check\REScheck\626 Tanglewood.rck
Report date: 06129112
Page 'l of 6
5-
Insulation dePth: 9.0'
Window 1: Other:Double Pane with Low-E
SHGC: 0.58
Orientation: Right Side
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Right Side
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Back
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Back
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Back
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Left Side
Window 2: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Left Side
Window 1: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Left Side
Window 2: Other:Double Pane with Low-E
SHGC: 0.58
Orientation: Left Side
Window 1: Other:Double Pane with Low-E
SHGC:0.31
Orientation: Front
Window 2: Other:Double Pane with Low-E
SHGC: 0.31
Orientation: Front
Window 1: Other:Double Pane with Low-E
SHGC: 0.58
Orientation: Front
Door 1: Solid
Orientation: Back
Door 1: Solid
Orientation: Front
114
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.350
0.290
0.290
16
11
1440
12
21
41
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: 626 Tanglewood
Signature Date
Project Title: 626 Tanglewood
Data filename: C:\Users\Steven\AppData\Local\Check\REScheck\626 Tanglewood'rck
Report date: OGl29l12
Page 2 of 6
REScheck Software Version 4.4.1
lnspection Checklist
Geilings:
tr Ceiling 1: Flat Ceiling or Scissor Truss, R-50.0 cavity insulation
Comments:
Above-Grade 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-2'1.0 cavity insulation
Comments:
tr Wall 5: Wood Frame, 16" o.c., R-21.0 cavity insulation
Comments:
tr Wall 6: Wood Frame, '16" o.c., R-21.0 cavity insulation
Comments:
Basement Walls:
E Basement Watl 1 : Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R-19.0 cavity insulation
Comments:
E Basement Wall 2: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R-19.0 cavity insulation
Comments:
I Basement Wall 3: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R-19.0 cavity insulation
Comments:
E Basement Wall 4: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R-19.0 cavity insulation
Comments:
Windows:
E Window 1: Other:Double Pane with Low-E, U-factor: 0.350
For windows without tabeled U-factors, describe features:
#Panes - Frame TyPe Thermal Break? - Yes - No
Comments:
D 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:
Project Title: 626 Tanglewood
Datia fi lename: C:\Useis\Steven\AppData\Local\Check\REScheck\626 Tanglewood rck
Report date:
Page 3
06129112
of6
#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:
f] 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 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:
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:
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:
E 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:
O Window 2: Other:Double Pane with Low-E, U-factor: 0.350
For windows without labeled U-factors, describe fearures:
#Panes - Frame Type Thermal Break? - Yes - No
Comments:
D 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
D Door 1: Solid, U-factor: 0.290
Comments:
Doors:
Comments:
D Door 1: Solid. U-factor: 0.290
Comments:
Air Leakage:
fl Joints (including rim joist junctions), attic 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 barrier material. suitable film or
solid material.
tr Air banier and sealing exists on common walls between dwelling units, on exterior walls behind tubs/showers, and in openings between
window/door jambs and framing.
n Recessed lights 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.
Access doors separating conditioned from unconditioned space are weather-stripped and insulated (without insulation @mpression or
damage) to at least the level of insulation on the sunounding surfaces. Where loose fill insulation exists, a baffle or retainer is installed
to maintain insulation application.
Wood-burning fireplaces have gasketed doors and outdoor combustion air.
tr
tr
Project Title: 626 Tanglewood
Data filename: ClUsers\Steven\AppData\Local\Check\REScheck\626 Tanglewood.rck
Report date: 06129112
Page 4 of 6
Air Sealing and Insulation:
D Building envelope air tightness and insulation installation complies by either 1) a post rough-in blower door test result of less than 7
ACH at 33.5 psf OR 2) the following items have been satisfied:
(a) Air barriers 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 banier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed.
(c) Above-grade 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) ptumbing 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.
(f) Corners, headers, nanow framing cavities, and rim joists are insulated.
(g) Shower/tub on exterior wall: Insulation exists between showers/tubs and exterior wall.
Sunrooms:
tr 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:
tr Materials and equipment are installed in accordance with the manufacture/s installation instructions.
tr Insulation is installed in substantial contact with the surface being insulated and in a manner that achieves the rated R-value.
A Materials and equipment are identified so that compliance can be determined.
tr Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided.
tr Insulation R-values, glazing U-factors, and heating and cooling equipment efficiency are clearly marked on the building plans or
specifications.
Duct Insulation:
tr Supply ducts in aftics are insulated to a minimum of R-8. All other ducts in unconditioned spaces or outside the building envelope are
insulated to at least R-6.
Duct Construction and Testing:
D Building framing cavities are not used as supply ducts.
tr 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 1 81A or
UL 1818 and are labeled according to the duct construction. Metal duct connections with equipment and/or fittings are mechanically
fastened. Crimp joints for round metal ducts have a contact lap of at least 1 112 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 leakage to outdoors test: Less than or equal to 239.8 cfm (8 cfm per 1 00 ft2 of conditioned floor area).
(2) Postconstruction total leakage test (including air handler enclosure): Less than or equal to 359.8 ctm (12 cfm per 100 ft2 of
conditioned floor area) pressure differential of 0.1 inches w.g.
(3) Rough-in total leakage test with air handler installed: Less than or equal to 179.9 cfm (6 cfm per 100 fP of conditioned floor area)
when tested at a pressure differential of 0.1 inches w.g.
(4) Rough-in total leakage test without air handler installed: Less than or equal to 1 19.9 cfm (4 cfm per 100 ft2 of conditioned floor area).
Temperature Controls:
D At least 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 requirements for equipment sizing are included by an inspection for compliance with the International Residential Code.
D For systems serving multiple dwelling units documentation has been submitted demonstrating compliance with 2009 IECC Commercial
Building Mechanical and/or Service Water Heating (Sections 503 and 504).
Circulating Service Hot Water Systems:
Project Title: 626 Tanglewood
Data filename: C:\Users\Steven\AppData\Local\Check\REScheck\626 Tanglewood.rck
Report date: 06129112
Page 5 of 6
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 thesystem 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:
D Heated swimming pools have an on/off heater switch.
n Pool heaters operating on naturar gas or LpG have an erectronic pirot right.
D Timer switches on pool heaters and pumps are presenr.
Exceptions:
Where public health standards require continuous pump operation.
Where pumps operate within solar- and/or waste_heat_recovery systems.
B 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 aminimum insulation value of R-12.
Exceptions:
Covers are not required when 60% of the heating energy is from site-recovered energy or solar energy source.
Lighting Requirements:
tr A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the foilowing:
(a) Compact fluorescent
(b) T-8 or smaller diameter linear fluorescent
(c) 40 lumens per watt for larnp wattage <= 15
(d) 50 lumens per waft for lamp wattage > 15 and <= 40
(e) 60 tumens per waft for lamp wattage > 40
Other Requirements:
n Snow- and ice-melting systems with energy supplied from the service to a building shall include automatic controls capable of shuftingoff the system when a) the pavement temperature is above 50 degrees F, b) no precipitation is falling, and c) the outdoor temperature isabove 40 degrees F (a manual shutoff control is also permitted to satisfy requirement 'c').
Certificate:
tr A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values; windowu-factors; type and efficiency of space-conditioning and water heating equipment. The certificate does not cover or obstruct the visibilityof the circuit directory label, service disconnect label or other required labels.
NOTES TO FIELD: (Building Department Use Onty)
Project Title: 626 Tanglewood
Data filename: clusers\steven\AppData\Local\check\REScheck\626 Tanglewood.rcK Report date: 06129112
Page 6 of6
d 2009 IECC Energy
IJJ Efficiency Gertificate
Ceiling / Rool
Wall
Cooling System:
0.31
NA
50.00
21.00
19.00
Fry
0.35
0.29
Window
Door
Date: -Name: -
Comments:
Floor / Foundation
*E$oJ-g')-F
=rl-
00-00-€z '' 00-00-sz
II 12 00307
626 Tanglewood - SFR
Office CoPYtll'MiTek.
Re: J1156-12
FallCreeV626Tanglewood/9-4lJR(ID)R
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Teleohone 916/676-1 900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Trussworks, Inc..
Pages or sheets covered by this seal: R35095512 thru R35095546
My license renewal date for the state of Idaho is August 31, 2013 .
Idaho COA: 853
Lumber design values are in accordance with ANSVTPI I section 6.3
These truss designs rely on lumber values established by others.
September 4,2012
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI l.
ffif,\sr€4!
Snake River Truss & Compononts,ID:EePgszKgVQpovwScnvwQdGyh-U5.iShQIopY4yHoF\A/2uAo.U2cw4hzvwn0|4gobzP77ygyTu
Job
J1156.',t2
lruss
\1
fruss Type
Soecial Truss
Itv Plv
1
Fallcreekr'626Tanglilood/g/JR(lD)R R350955.12
ldaho Falls. lD
hl6 - 1:S.6
DEFL in (loc) l/defl Ud
Vert(LL) -0.26 6-8 >999 360
Vert(TL) -0.59 &8 >461 24o
Horz(TL) 0.04 6 n/a nla
Wind(LL) 0.04 6-8 >999 240
Plates Increase 'l.15
Lumber Increase 1.15
Reo Siress Incr YES
Code lRC2009/TP12007
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
LUMBER
TOP CHORD 2X4 DF No.l&Btror
BOT CHORD 2X4DF No.1&Btr or
WEBS 2X4DFSlud/Std
VVEDGE
Left: 2 X 4 DF Stud/Std, Right: 2 X 4 DF Stud/Std
REACTIONS (lblsize\ 2=13O7tO-$8 (min. C1-8), 6=1307/0-3-8 (min 0-1-8)
Max Horz 2=127(LC 10)
Max Uplift2=-116(LC 11)' 6=-116(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOp CHOdD' 2_9=_1 605/1 38, 3-9=-1485/1 62, 3-1 0=-1 1 86/1 30, 1 0-1 1 =-1 050/1 35, 4-11=-1O45t149,
*12=-1045|150,12-13=-1050/135,5-13=-1'186/130,$14=-'1485/163,6-'14=-1605/138
BOTCHORD 2-8=-4011197,6-8=-5111197
WEBS 4-8:371662,5-8='4811129,3-8='4811129
NOTES
1) VMnd: AscE 7-05; gomph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45fr; L=24fr; eave=4fl; Cet. ll; Exp B; enclosed; MV\FRS (all' n"ight.l ""J C-C Lxterior(z) -t-z-o to 1-6-0, tnterior(l) 1-$o to 'l'l-so, Exterior(2) 'l 1-6-0 to 1+6-0 zone; cantilever left and right
exoosed : end verlicat teR and right exposed;C-C foi members and forces & MVVFRS for reaclions shown; Lumber DOL=1.60 plate
griP DOL=1.60
z) iiul: nSCe 7-05; Pf=35.0 psf (flat roof snow): Category ll; Exp B; Partially Exp ; Ct=1 1
3) Unbalanced snow loads have been considered for this design'
+i ini" fu"" n"" Ueen designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non-concunent with other live loads.
S1 inis truss has Oeen designed for a 1O.O psf bottom chord live load nonconcunent with any other live loads'
Oi i init fr.r n"" been deiigne<l for a live load of 2o.Opsf on the bottom chord in ell areas where a rectangle 3-S0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) This truss is designed in accordance with the 2OO9 International Residential Code sec{ions R502.1 t -1 and R802.10.2 and referenced
standard ANSI/TPl 1.
g) This truss design allows for the following max. bolt holes along the member c/lines spaced a min. of 0-&0 apart: 0.500in in the top
chord, O.sooin in the bottom chord.
LOADCASE(S) Standard
PLATES GRIP
MT20 220t195
Weight: 104 lb FT = 0%
Structural wood sheathing directly applied or 4-4-2 oc purlins
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
DF
UT
1800F 1.6E'1800F 1.6E
BRACING
TOP CHORD
BOT CHORD
oF9*w
September 4,2012
t
-;r-1
7777 Greenback Lane, Suite 109
cilrus HEights, cA,95610
A "*,{Ilf* "*JU
dAigl PO'reI* Ud READ JIOTES O'Y T'{IS TilD IJVC,,t'DED fiTEKREFSRENTB PAGE NTIT'7473 BEFORE {'SE.
Tesign volid for use o-nty *itn Mn"t conn@loF. This dgsign is bosed only upon poromeleB shoM, ond is for on individuol building component'
Applicobitity ot desrgn poro..t.o on-Jpffiiin."rpor"-ri* "t "ompoirent is i*ponsibility of building designs- not lru$ designer' Brocing shoM
iiT,iillrrci!"pp"rr"ot inoiviauqtreu mEm[m oniyl naaitionol lemporory brocing lo insure slobililv during-conslruclion is ihe responsibillilv of the
*^-a^r hi^^i^^ ^r tha ^wa6[ <rn hfilF is rhe resDonsibilitu 6f the buildinq desioner. For generol guidonce regording5l1i3i:Xdi:i#il] ;l,l#Hil;;;iinZ".id'iirr'ri..]'Lis *,"iJtpo'"'ioiriry Jt the buirdins desisnerlor-s-enerol suidonce resordins
fobricotion, quotity controt, storoge, oeiiiew,ilt]lo^ "nJoi""ing, """1r"[ l'ttst/Irtt Quomv cne'b, Ds8-89 ond Ecsl Bulldlns componenl
;:;;-,-;;-;;;' ^-^r^Aro t^'i rn '<r pldte lnslitule. 781 N. Lee Sfieet, Suite 312. Alexondrio, VA 22314.solelv lnldmoflon ovoibb|e from Truss Plole Inslitule, 781 N'
tl Sofrtrern Prne I SP or 5Pp) lumber i3 3 peciti€d' the de!il"i,iilili?flii'l?isE""?:ff )i;iiib;"ii;';i,iiiii;;
Fallcre€k/626Tanglewood/9'4/JR(lD)R R3SO9551 3lob
t1156-12
Truss
A1G
Truss Typ€
GABLE
atv Plv
'l
Snafe River Truss a Components, ldaho Falls,
DEFL in (loc) l/defl Ud
Vert(LL) -0.04 15 nlr 12o
Vert(TL) -0.04 15 n/r 120
Horz(TL) O.OO 14 nla nla
sPAcrNG 2-O-O
Plates Increase 1.15
Lumber Increase I 15
Reo Stress Incr YES
Code lRC2009/TP12007
LOADING (PsO
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
PLATES GRIP
MT20 2201195
Weight: 136 lb FT = 0%
LUMBER
TOP CHORD 2 X4 DF No"l&Btror DF 1800F 1'6E
AOf CHOnO 2 X 4 DF No.1&Btr or DF 1800F 1 6E
OTHERS 2X4DFStUd/Std
\A/EDGE
Left: 2 X 4 DF Stud/Std, Right: 2 X 4 DF Studistd
REACTIONS All bearings 23-0-0'
(lb) - Max Hoz 2=127(LC 10)
MaxUplifi All uplifl'10-dlborlessatloin(s) 2'22'23'24'25'20'19'1€'17' 14except26=-126(LC 15)'
16=-126(LC ls)
MaxGrav ntt ,"""iion" jsolborlessatioint(s)2'l' 23'24'25'26' 19' 18' 17'16ex?/Jpl2=426(Lc 15)'
22=2s8(tc 2), 2O=298(LC 3), 14=426(LC 15)
FORCES (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown'
\A/EBS 7-22=-266t56,9-20=-266/56
NOTES
1)Wnd:AscE7-05;gomph;TcDL=4.2psf;Bc_DL=!2'e.?|)h=25fi;B=45fl;L=24fr;.eave=2ft;ca|||;ExpB;enc|osed;MvvFRs(al|
heights) and C-C Comerls; -r-ZO to i-e-0, exterio(21 r-OO to'r l-5.O,'Comer(3) 11-6-0 to '14-6-0 zone: cantilever left and right
exposed ; end vertical lefi and right exposed;C-C for members and forces & MinFRS for reac{ions shown; Lumber DOL=I'60 plate
, ?,rllr??5l"t"ta for wind roads in the prane of the truss onry. For sruds exposed to wind (normar to the face), see standard Industry
Gab|eEndDetai|sasapp|icab|e'orconsu|lqua|ifiedbui|dingdesignerasperANS|/TP.|1-2002.
sr iclL-: Asce z-05; pt=35.0 psf (Rat roof snow); category ll; Exp B; Partially Exp'; ct=1 1
li UnbalanceO snow loads have been considered for this deslgn'
;i ;|.;ffi;;";;;"^ o""ig""o 6i;;ei oimin root tive toa-d or 16.0 psr or 2.oo limes flat roor load or 35 0 psr on overhangs
non-concunent with other live loads'
6) All plates are 1.5x4 MT2o unless otheMise indicated'
7) Gable requires continuous bottom chord bearing'
8) Gable studs spaced at 2-0-0 oc.
6i inir ir.i n"r oeen designeJfir a 1O.O psf bottom chord live.load nonconcunent with any other live loads'
1o) " This truss has been oesigneJ tor a live load of 2o.opsf on the bottom chord in all areas where a rectangle &6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members'
1 1) This truss is designed in accoioance witir the 2OO9 International Residential Code sections R502 1 1'1 and R802' 10'2 and
referenced standard ANSI/TPI 1.
12)Thistrussdesigna||owsforthefo|lowingmax.bo|tho|esalongthememberd|inesspacedamin.of0-6-0apart:0.500ininthetop
chord, O.500in in the bottom chord.
LOAD CASE(S) Standard
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins'
Rigid ceiling dkectly applied or 1GGo oc bracing'
k"r9*w
September 4,2012
- -r!^
772 Grsnback Lane, Suite 109
Citrus Heights, CA, 95610
@ etw qnd RELD trtoras or{ rflrs -arrrD lwLwED wra (R^EFEREITcE PrcE wI'7473 BEP0RE ItsE'
Desrsn vorid for ure onry wiih ruirer connegb!:l!!-9?L9i-'l ?91*-"iY:f,1itrsR',l9il,n',iitr.flx"i'.t'#*i*"iiig::'lill3is'T$!",1t;*?3'j?,:.fl;*t8iJ=flX#i"Ti:",1;T1;:;"Jil:1il:L"l.-;i::";d;G;,'-; ,H*niioiritv Jiuuitains desisnd - noilru$ desisner' Brocins shoM
is for tolerot support of indiviOuotreo mlrifilo on-f'i iiOifionof f".poro,V Urolfi6 i"lnilt. ,f"Uiriry-Ounnd tonslruc1on is the responsibillity of lhe
erector. Additionor p*on"n, oro.,nJ-oiiGtuerctt structure is tne responsiL]litv & tne building designer.lor gserol guidonce regording
fobricorion. quotity conrror, storoge. oeiiie;."";Ji;;;;;;;;"ins. consutt
- ilsinpir ou"tti cdtedo, DsE-89 and BCSI lundlns componsl
i:gxf ,,;i+fl1f;:i:?"".1$mHlll;nlt-l!:1"#l*f"'m:lm":mm
lob
t11!fi-12
fruss
)1
fruss Type
:ommon Truss
Ity Plv
1
FalloreU626Tanglewood/94/JR(lD)R R35095S.t4
Truss & ComDonents. ldaho Falls. lD 83401 7.250 s Aug 25 201 I MiTek Industries, Inc.
nTrXl tqgiBJjzSDg26iZB3kSYgYTR
9
DEFL in (loc) Udefl Ud
Vert(LL) -O.17 8-9 >999 360
Vert(TL) -O.29 8-9 >928 24O
Hotz(TL) 0.04 5 nla ^la
wind(LL) 0.04 *7 >999 240
SPACING 2-O-O
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2009/TP120070.0BCLL
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
LUMBER
TOP CHORD 2 x 4 OF No.l&Btr or DF 1800F 1.6E
BOTCHORD 2X4 DF No.1&Btror DF l800F 1.6E
VVEBS 2X4DFStud/Std'Exceptt
1-9:2X 4 DF No.1&Btr or DF 1800F 1.6E
\A/EDGE
Right: 2X4DFStud/Std
REACTIONS (lb/size) 9=1267/0-5-8 (min. o-1-8), 5=1 338/0-3-8 (min. 0-1-8)
Max Horz 9=-21 3(LC 9)
PLATES GRIP
MT20 2201195
Weight: 129 lb FT = 0%
BRACING
ToPcHoRDStructufa|woodsheathingdirect|yapp|iedor4.G10ocpur|ins'except
BOT CHORD
\A/EBS
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing,
Max Uplift9=-70(LC 1 1), 5=-1 17(LC 1 1)
FORCES (lb)-Max.Comp./Max.Ten.-Allforces250(lb)orlessexceplwhensho*n' .---.--^
rop cnoio' 2-12=_s3at151,o^12=-749t169,3-1 3=-838/166, 4-13=-1A321151,4-14=-15031142,
,1 4=-16641 1 1 1, 1 -9=-257 I9O
BOT CHORD 9-'15=-9/626, 'l$16-9/626, 8-16=-9/626' 7-8=-11t1218, $7=-1011220
VIEBS 2-8--471276,3-8=-68/440, 4-8=-6501137,4-7=ot262,2-9=-10171129
NOTES
il-wino: nsCe 7-05; gomph; TcDL=4.2psf; BcDL=4.2psf; h=25fl; B=45fi; L=24ft: eave=4fli Cat ll; Exp B; enclosed; MVVFRS (all
heights) and c-c Exterior(2) o-'t-121o 31-12, Interior(1) 3-1-1 2 to 8-8-12, Exterior(2) 8-8-1 2 to 1 1-8-1 2 zone: cantilever lefl and right
exDosed : end vertical lefl and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate
griP DOL=1.60
zt iit-l: nsce 7-05; Pf=35.0 psf (flat roof snow); category ll; Exp B; Partially Exp'; ct=1 1
3i Unbalanced snow loads have been considered for this design.
+1 inis mss nas Ueen designed for greater of min roof live load of 16.0 psf or 2.OO times flat roof load of 35.0 psf on overhangs
non-concunent wilh other live loads.
5; ihis truss has been designed for a 1o.O psf bottom chord live load nonconcunent with any other live loads.
ei . ttris truss nas been deiigned for a live toad of 2o.Opsf on the bottom chord in all areas where a rectangle $6-0 tall by 2-0-0 wide
willfit between the bottom chord and any other members, with BCDL = 8 opsf'
7) This truss is designed in acrordance witir tne 2OO9 International Residential Code seclions R502-'l 1.1 and R802.10.2 and referenced
standardANSI/TPl 1.
al i'tris iruss Oesign allows for the following max. bolt holes along the member c/lines spaced a min. of 0-&0 apart: 0 500in in the top
chord, 0.500in in the bottom chord.
LOAo CASE(S) Standard
4. Ja3b o' BP4Y.?'. ^b5/A
G'g#t
September 4,2012
- -II"
77n Gr@nback Lan€, Suite 109
Citrus Heights, CA, 95610
A I[ARlfl,r- v"rtJv dsignp..'@etFandREAD,IOT&S O,v r'lts.itrrtDt mtwaD WTEK REFERElrcEPAGEtiltlI47A BBFORE {JSE'
Desisn vorid for use onty *iln t"m"t conn@1o6. This desisn is b9t"d 9ry- yrylffIl1l:l?f.'Ltyl',gfi:l?::l'*:Y'?:J1 ::'1iiH."3flff:".1t;*ffi?:.";iii
'ji;ff;T;l]'f!ifi:;;$;;o-Eiin"".po-,""ri"n oi "o-poi "i't.is Eponsiolity of buirdjns desisns - nol rrus desisner. Brocins shom
is for lolerot support of individuot reo m'em6em ontyi raaitonol temporory orociirg to insure slobility during-conslruclion is lhe responsibillity of the
;;i;;. A;aiii;;i pmnenr uroctng-;ifne ou"i"rr si-iiure is lhe;esponsibility of the buildins designer' For^s-enerql suidonce regqrdins
fobricotion, quolily controt, storoge, oeiiiery, "L"fion "nJ On".ing, conlufi -lfSt/fnl O@[ly Cdtcffo, DSB-89 qnd BCSI Sulldlng Componcnli"uriiroii"n, qu"ritv."ntrot, storoge, aeiivery,Lrlcl'on ond brocing, conlu[ AilsyrPll Q@[lv cdtcdo'
iof"ir fnf-.bfon' ovoiloble fro; Tru; Pl;l; Institute, 781 N. l-ee Street, Suite 312' Alexondrio'-vA 223-l-4' .
ii-ii"itliiiii'i,'iilisF ol siot rumuerli ioeiiirta,itre aerisn \slue3 tlq !!99!l&4q19q41!q1?l
lob
t1'156-12
Truss
B'IG
'russ Typ€
JABLE
ctv
1 1
Fallcr€€k/626Tanglewood/9-4/JR(lD)R R3SO9551 5
lnduslries. fnc. Tus Sep 04 14:35:322012 Page
Snake River Tru$ & Components, ldaho Falls, lD 83401
1
Aug
lD:EePgsZKgVQpo\/wgCn\M)QdGyh-U5-32VJovthuUv4Llxrvv3DvanxpxzhaYPAtgAoKygvTP' q,+Z r 921? t 1?211 t u;l1f t2fff t7-1-13 16-042-10
':sofls ,
3
9
DEFL in (loc) l/defl Ud
Vert(LL) -0.17 8-9 >999 360
Vert(TL) -0.29 8-9 >928 24O
Hoz(TL) 0.04 5 n/a nta
Wnd(LL) 0.04 5-7 >999 24o
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2009/TP12007
LOADING (psO
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
LUMBER
TOP CHORD
BOT CHORD
\A/EBS
OTHERS
VVEDGE
2X4 DF No.1&Btror DF 1800F 1.6E
2 X 4 DF No.1&Btr or DF 1800F 1 .6E
2 X 4 DF Studistd -ExcePt-
1-9:2X 4 DF No.1&Btr or DF 1800F 1 6E
2X4DFStud/Std
PLATES GRIP
MT20 2201195
Weight: 166 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-G10 oc purlins' except
BOT CHORD
\A/EBS
end vedicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
Right:2X4DFStud/Std
REACTIONS (lb/size) 9=126710-&0 (min. G1-8), 5=1338/0-3-8 (min G1-8)
Max Horz 9=-213(Lc 9)
Max Uplift9=-70(LC 1 1), 5=-1 17(LC 1 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOp cHoiD' 2-23=-93it151,3-23=-749t169, &24=-838/165, 4-24=-1032t151, +25=-15031142,
*25=-1664111 1, 1'9=-257 I9O
BOT CHORD g-26='9t626,26-27:91626,A-27='91626,7'8=-1111218, S7=-1011224
VVEBS 2-A--471276,3-8=-68/440,4-8=-650/137, 4'7=01262'2-9=-1O171129
NOTES
ij-vfono: lSCe Z-os; gomph; TCDL=4.2psf; BCDL=4.2psli h=25ft B=45ft; L=24fl; eave=4fr; Cat. ll; Exp B; enclosed; MV\FRS (all.' neight") anO C-C Lxeribr(2) o- 1.12l;3-1-12,Interio(1) &1-121o 8-8-12, Exterior(2) 8-8-12 to 11-8-12 zone: cantilever lefl and right
""pi""it I end vertical lefr and right exposed;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=I 60 plate
griP DOL=1.60
e; iruss Oesigned for wind loads in the plane of the truss only. For studs exposed to wind (norm€l to the face), see Standard Industry'
Gabte Endbetaits as applicabte, or consult qualified building designer as per ANSI/TP_I 1-2002.
3) iCLL: ASCE Z-OS; pt=35.0 psf (flet roof snow); Category ll; Exp B; Partially Exp ; Ct=l 1
li Unoatanced snow loads have been considered for this design'
;i il;6.; h"a been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non-concunent with other live loads'
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 2-0{ oc.
Ai This truss nas been designed for a 1O.O psf bottom chord live load non@ncurent with any other live loads'
Si ; ihi. tr.. fr"" been deiigned for a tive load of 2o.Opsf on the bottom chord in all areas where a reclangle 3-6-0 tall by 2-G0 wide
willfit between the bottom chord and any other members, with BCDL = 8 opsf'
1O) This truss is designed in accordance with the 2OO9 International Residential Code sections R502.1 1.1 and R802.10.2 and
referenced standard ANSUTPI 1.
t t ) fnis iruss Oesign allows for the following max. bolt holes along the member dlines spaced a min. of 0-6-0 apart: 0.500in in the top
chord,0.500in in the bottom chord.
LOAD CASE(S) Standard w
September 4,2012
ffiMiTek"
772 Gr@nback Lane, Suite 109
Citrus H€ights, CA, 95610
6rwenmnc v-i1y daignpmct.#mdnEADJSTESOr{I''IS..I\'DIJ\aC,,UDEDT4TEKREF.AREIWEPAGB*IILz4TJBBFOREI'SE'
Design volid for use o.,ty wtn tarlt.onnrctoB. this design is bosed onv upon poromeJe6 show, ond is lorqn individuolbuilding componenl'
ADoticobitilv of d6jsn poro-.rro onJpiJp"iincqporoiion of compoireirl i: rsponsibility ot buildingdesigntr - nol lru$ designer' Erqcing shoM
i;i;;L;',"d;;iiiai"ia*i*ui'EiiE!"i-^r-rvll,:*1,;:q,':,"":::SX*iiJ:,i?5tJ,ffifJ'y,3#11:ru'l#lJ,j,l'HJ:'&13illy''^":,Si;,]eil:i,5n"oi#;;;il;;;;;iin-""i.i"rr.r.iiu," is the;esponsibitity;r the buildins desiener. For-s-endolsuidonce resordins
i"ii."ii""lq""iitv J""trot. storoge, oeiivlry.-.i"Jon "n-Jor".ing. ."niutt ANs/lPll Quq[tv crlterto, Dsr-89 ond Ecsl lulldlns componcnl
i"tf" fni-."ff"n' ovoitbte fro; Tru$ ptote Insiitute, 781 N. Lee Streel, Suite 312, Alexondrio, VA 22314.
ir-i-.,,itiriiiii'liitisF or lFil rumler ii ii;;iii;;;-t'h;d;;rsts;iu;; ;ie th;ae effecrive 06,0rlm1? bv ALsc or proposed bv sP{B
Job
J't1S-12
Truss fruss Type
]OMMON TRUSS
otv
1
Plv
2
FallCrek/626Tanglewood/g4/JR(lD)R
R35095516
River Truss &
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3-1-15
X2 Page 1
ljKmygyTO
S€b = 1:9.6
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress lncr NO
Code lRC2009/TP12007
OEFL in (loc) l/defl Ud
Vert(LL) -0.06 8-9 >999 360
Vert(TL) -0.09 8-9 >999 24O
Horz(TL) 0.02 5 n/a nla
Wnd(LL) 0.02 8 >999 24O
LoADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
LUMBER
TOP CHORD 2 X 4 DF No.1&Btr or DF 1800F 1.6E
BOTCHORD 2XSDFSS
VVEBS 2X4DFStud/Std'Except'
3-8:2 X 4 DF No.1&Btr or DF 1800F 1.6E
PLATES GRIP
MT20 220t195
Weight: 149 lb FT =Oo/o
BRACING
TOP CHORD Struciuralwood sheathing direclly applied or4-0-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-G0 oc bracing.
REACTIONS (lblsize\ 1=57&.10-$8 (min. 0-3-1), 5=3494/0-5-8 (min. 0-1-14)
Max Hoz 1=-77(tC 7l
Max Uplift 1 =-41 s(LC 9), 5=-347(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-76341594.2-3=-5255/501. t1O=-50421491. 4-1O=-515AA82.4-5=-4996/435
BOT CHORD 1 -1 1 =-408/6031 , 9-1 1 =-408/6031, 9- l 2=-408/6031 , 8-1 2=-408/6031 , 7-8=-28AF9Q4,
5-7=-28013904
VVEBS 3-8=-496i5397, 4-8=-1151542, 4-7=-321161 ,2-8=-21991129, 2-9=-12612840
NOTES
1) 2-ply truss to be connected together with 10d (0.131'13") nails as follows:
ToD chords connected as follows: 2 X 4 - 1 row at G7-0 oc.
Bottom chords connected as follows: 2 X 8 - 2 rows at G2-0 oc
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply toply conneclions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45fr; t=24fti eave=4lt; Cat. ll; Exp B; enclosed; M\MRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=I.60 plate grip DOL=1 .60
4) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.'l
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs
non-concurent with other live loads.
7) This truss has been designed for a | 0.0 psf bottom chord live load nonconcurent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-G0lall by 2-G0 wide
will ft between the bottom chord and any other members.
9) This truss is designed in accordance with the 2009 International Residenlial Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) This truss design allows for the following max. bolt holes along the member c/lines spaced a min. of 0-6-0 apart: 0.500in in the top
chord, 0.500in in the bottom chord.
1 1 ) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2383 lb down and 1 14 lb up at
1-11-4,and2050lbdownand114lbupat 3-11-4,and3492lbdownand414lbupat 5-11-4onbottomchord. The
design/selection of such conneclion device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2 GEfg
September 4,2012
[, wenmra-vrl.19 d6iga pd"":@etrc czdREADJlDr&s ofi l''lsrtrD'ltrtuDED I'ITEKREFEREIWE FAGEWI-7479 BEFORE {iSE
Design volid for use only wiih MiTek conn€tots. This design is bosed only upon poromeletr shoM, ond is for on individuol building componenl.
Applicobiliiy of d$ign poromels ond proper incqporclion of componenl is rsponsibility of building designer - nol tru$ designs. Brqcing shown
is for loterol supporl of indMduol reb membere only. Addiiionol temporory brocing lo insure stqbilily during consiruclion is lhe responsibilliiy of ihe
er*lor. Additionol pemonenl brqcing ot lhe ovenll slructue is fhe responsibilily ot lhe building designer. For generql guidqnce regording
fobricolion, quolily conlrol, sloroge, delivery, ereclion ond brocing, consull AilSl/TPll Quolt Ctileda, DS8.89 ond ECS| Sulldlno Componenl
Sqie|ylnfdmaflon ovoiloblefromTrussPlolelnsiitute,TSlN.LeeSheel.Suite3l2,Alexondio,VA2El4.
lf Southefn Pine l$P or SPo) lumber ir sDecitied, the d€siqn ruluer lre those ettective 0O0li20r2 by ALSC or Drooosed by sPlB.
- -r!.
llllMiTek'
7777 Gr6nback Lane, Suite 109
Citrus Heights, CA, 95810
lob
t115€.'t2
Truss fruss Type
)OMMON TRUSS
otv
2
FallCreeU626Tanglewood/g-4/JR( lD)R R3509551r
ComDC ldaho Falls. lD 83401 7.250 s \u9252011 MiTek lndustries, Inc. Tua Sep 04 14:35:332012 Page2
lD: EePgszKgVQpofryTSCn\/v?QdGyh-U5-XF3horuJfol PRWI l4fbsSnKmjx-pQzTZOxQjKmygyTo
LOADCASE(S) Standard
1 ) Snow: Lumber Increase=1. 1 5, Plate Increase=l.1 5
Uniform Loads (plf)
Vert:'l-3=-86, 3-6=-86, 1-5=-16
Concentrated Loads (lb)
Vert: 8=-3492(8) 1 1 :2383(9) 12=-2050(B)
[, wenmarc.votyg d6ig^ pq,":@etw andREADJuorhS olyrfirsrlD rj\rictwaD rrIrEI< REFERETTCEPAGEfr[I7479 aEFoRE ttsE
Design volid for use only wilh MiTek conn@1o6. This design is bosed only upon pororefe6 shoM, ond is foron individuolbuilding componenl.
Appl-icobiliiy of d6ign porometen ond properincorporolion of componenl is rsponsibilily of buildingdesignq - nol lru$ designer. B.ocing shown
is i6r bterol'supportif individuolreb membeG only. Addiiionol lemporory brocing to insure stobilily during conslruclion is the responsibillily of the
errcton Addiii6nol pmoneni brqcing of lhe overqll slrucluE is lhe responsibilily of lhe building designeL For-g-enerol guidonce regording
fobricqtion, quoliiy;onirol. sloroge, deiivery, ereclion ond brocing, consull ANSIAFII Quonty C.il,edo, DS8-89 ond BCSI lulldlng Componenl
Sqle|yInlqmqllon ovoiloblefromTrussPlqleInsiilulq781 N.LeeSlreel,Suile312,Alexondrio,VA22314.
it sorit'trliir'iiinli SF oi !Pol tumber ir rpecified, tha d€$iqn valuei lre those eflective 0$r'01r'201 ? by ALSC or proposed by SPIB'
- -!t!.
MTMiTek"
7777 Greenback Lane, Suite 109
Citrus Heighb, cA, 9561 0
Snate Riwr truss a Components, tdaho Falls, lD 83401
Job
t1156,-12
Truss fruss Type
SABLE
Itv
1
FatlCreU626Tanglawood/g'4/JR(lD)R' R35095517
4r4 -
#
DEFL in (loc) l/defl Ud
Vert(LL) -0.04 9 n/r 12O
Vert(TL) -0.05 9 n/r 12O
Horz(TL) 0.00 8 n/a nla
SPACING
Plates Increase
Lumber Increase
Reo Stress Incr
2-0-0
1.15
1.15
YES
Code lRC2009/TP12007
LOAoING (Ps0
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL 0.0
LUMBER
TOP CHORD 2X4 DF No.1&Btror DF 1800F 1 6E
BOT CHORD 2 X 4 DF No.l&Btr or DF 1800F 1 6E
OTHERS 2X4DFStUd/Std
\A/EDGE
BRACING
TOP CHORD
BOT CHORD
PLATES GRIP
MT20 220t195
Weight: 59 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins'
Rigid ceiling directly applied or 6-G0 oc bracing
lr!iTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
15), 13=270(LC 2),
Left: 2 X 4 DF Slud/Std, Right: 2 X 4 DF Stud/Std
REACTIONS All bearings 12-0-0.
(lb) - Max Horz 2=-68(LC 9)
Max Uplift All uplift 1OO lb or less atjoint(s) 2, 8' 13' 14' 11' 10
Max Grav Al rea;io;s iso to or ns! ar joint(s) 12, 14, l O except 2=395(1C 15), 8=395(LC
1 1 =270(Lc 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
NOTES
1) Vvind: ASCE 7-05; gomph; TCDL=4.2psf; BcDL=4.2psf; h=25n; B=45ft; L=24ft; eave=2ft; cat. l|; Exp B; enc|osed; MvvFRs (al|
heights) and C-C Corner(3) -1-7-O to i-$0, Exterior(2) 'l-5-O to &O-0, Come(3) 6-0-0 to gtO-O zone; cantilever left and right exposed :
end vertical left and right exposeJ;C-C for members and forces & M\MRS for reactions shown; Lumber DOL=1'60 plate grip
DOL=1.60
2) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (n-orm€l to the face), see Standard Industry
" c;#;;";;ir" "" "ppri""ur", or consutt quatitied buitding designer as per ANSt/TP.l 1-2002.
gl iclL, nscE z_os; pf=35.0 psf (fler roof snow); caregory il; Exp B: partia[y Exp.; ct=1.1
+i Unoalanced snow loads have been considered for this design'
5) This iruss has been designed io-r ;i"J", ot rin roof live loa-d of '16.0 psf or 2.oo times flat roof load of 35 0 psf on ovemangs
non-concunent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated'
7i Gai:le requires continuous bottom chord bearing.
8) Gable studs sPaced at 2-0-0 oc.
sj Tnis truss nas ueen designed for a 1o.o psf bottom chord live.load noncrncunent with any other live loads'
1o) . This truss ha, b""n o"rign"d fora live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members'
11)Thistrussisdesignedinaccordancewitfirhe2OO9 International Residential CodeseclionsR502 11 1andR802 102and
referenced standard ANSI/TPI 1.
12) This truss design allows tor ihe following max. bolt holes along the member c/lines spaced a min of 0+0 apart: 0'500in in the top
chord, 0.500in in the bottom chord.
LOADCASE(S) Standard
3t"r'deH#
September 4,2012
- -!!"
7777 Grenback Lane, Suite 109
Citrus Heighb, CA, 956'1 0
@efm md REnD l\rc,ras or rfirs .dryD !I$LaDED urnEI<RBFEREItcE PicE DrII'747s BBtoRE lJsE
Desisn volid for use onry with MiTek conn€toF This desisn is bosed :ry-:nlf::1:,"1i.,f,'Ptr;ili^'-1"?lfli*:1'*1::iflliTfiffi:"rlt;*?:'J?':"flii,3lj::8l[Hl#i:",i;"jiil"Jiriill,iEilY,rl'ii#l=J"'"riJiJiiil,!io-ir6l,tv"ro,1irginea".ieno-nofiru$desisns BrocinssrtoM
is for totsot supporl of individuot reO mlmbem onryl eaOitionol temporory Oroil;g t; insure stobilitvturing conslruction is the responsibillity of the
:,r;"i;;"H;r5;;i;,ffi;;;g:*"tig:r":,**li[*:t':;iifJn'ioir,v5*'.ouai"offiii]:b!;:r".ff:'ig!1i1f;!i,!?3'jllg*"
i;iiii-dili^, q,i"iffy ;."irot, storoge, delivery, ereclion ond brqcing, consull ANSI/TP|| quoffy wdo, urD'ot qnr
soiefvlnldmallon ovoilobleltomr."il"il,rntriiurJ'78! N l-eeiteet suite3l? Alexondrio'vA22314'
' sourhern pine tspor spp) runberl;';i;;;iil;."tih;;;;ii;u;i;;;;;;ti;l; ;r6;iit,06'01 201? bvAtsc or proposed bv sPlE
Snake Ris Truss & Componenls, ldaho Falls, lD 83401 Arg ,5 rol 1 MiTei Induslries, |rc. Tue Sep 04 '14:35:36 2012 Page 1
lD:EePgsZKgVQpO\MECnVV?Qdcvh-us-xqkqetwcyjPwqvEcBnSg3QyCmS2ZdQU?4veoxsygyTL
{l
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
LUMBER
TOP CHORD 2X4DF No.l&Btror DF 1800F 1 6E
BOTCHORD 2X4 DF No.1&Btror DF1800F 1'6E
\/EBS 2X4DFStud/Std
\A/EDGE
Left:2X4 DF Stud/Std
PLATES GRIP
MT20 220n9s
Weight: 50 lb FT = Oo/o
BRACING
ToPcHoRDStruclura|woodsheathingdirect|yapp|iedor6.0.0ocpur|ins,except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing'
REACTIONS (lb/size) 8=842lMechanical'2=605/0-5-8 (min 0-1-8)
Max Hoz 2=57(LC 6)
Max UPlifi8=-94(LC 6)' 2:77(LC 9)
Max Grav 8=884(LC 2),2=619(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown , .
roi cHoio' 2-11=-868146, 11-12=-816t49, T12:782147,aft=-788t75, 13-14=-762t71'
1 4-1 5=-72A73, *1 5=-567/50
BoTcHoRD2-17=-751744,17-18=.75t744,1C-1a=-751744,10-19-_78|754,19.20-_76176'|'
9-20=-7 Ol7 69' 9'21 -7 41652, 8-21 ='7 4 1652
\ /EBS 4-9=01273,*8=-918198
NOTES
il virno: nsce z-05; 90mph; T6DL=4.2psf; BcDL=4.2psf; h=25fi; B=45ft; L=24ft; eave=4t; cat l-!i Exp B; enclosed; MvvFRs (all
' neights); cantitever left ind tigfit "tpo!; ; end veni&l iefi and right exposed; Lumber-DOL=1.60 plate grip DOL=1 60
a icll, A'scE i_os; pr=gs.o pif 1flat roof snow); category il; Exp B; partiaily Exp.; ct=1.1
3) Unbalanced snow loads have been considered for this design'
4) This truss has been oesigneo toi greater of min roof live loa-d of 16.0 psf or 2.oo times flat roof load of 35.0 psf on overhangs
non-concunent with other live loads'
51 ihis truss has been designed for a 1O.O psf bottom chord live load nonconcunent wiih any other live loads'
6) . This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide
willfit beween the bottom chord and any other members'
7) Refer to gkdef(s) for truss to truss @nneclions.
8) This truss is designed in accordance with the 2OO9 International Residential Code sections R5O2-'l 1.1 and R802 '10 2 and referenced
standard ANSI/TPl 1.
st i-hi, 6ir d"iign alows for the foilowing max. bott holes along the member c/lines spaced a min. of 0-6-0 apart: 0'500in in the top
chord, 0.500in in the bottom chord.
1o)Hanger(s)orotherconnectiondevice(s)shallbeprovidedsufficienttosupportconcenlratedload(s)16lbupat 1-914,8'llbdoiln-'
,naia it'rp "t 3-3-4,40 ro oown and it to rp "i 4-t.14,299 lb down and 44 lb up at 6-7-4, and 160 lb down and 34 lb up at
6-9-14, and 273 lb down and 48 lb up at $&14 on top chord, and 10 lb down at 1-9-14,42 h.down at 3'34,32lb down at +3-14'
iOfOab*n al 6-7-4,and lgtbdownet 6-$14,and lblbdownat 9-3-l4onbottomchord. Thedesign/selectionof such
connection device(s) is the responsibility of others'
1 1 ) In the LOAD CASE(S) section,'loads aiplied to the face of the truss are noted as front (F) or back (B)'
LOAD CASE(S) Standard
Continued on Page 2
lob
111fi-12
Truss
cRl
'russ Typ€
)IAGONAL HIP GIRDER
otv Plv
1
Fallcre€k/626Tanglewood/9-4/JR(lD)R R35O9551 €
,50 s A6 25 2011 tvtiidX tnoustries, |rc. Tue Sep 04 '14;35:36 2012 Page
DEFL in (loc) Udefl Ud
Vert(LL) O.o2 2-10 >999 360
Vert(TL) -0.03 9-10 >999 24O
Hoz(TL) 0.01 8 n/a n/a
vMnd(LL) 0.01 9-10 >999 24O
SPACTNG 1-0-0
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2009/TP12007
,19*w
September 4,2012
- -t!"
MIIEK
772 Gr@nbaek Lane, Suite 109
cilrus Heights, cA,95610
,lL WenrmfA V*i.lV d*ign pwtn ru d READ l\IOTEg OI{ II,IS .AI\TD IJVCT, UDED I{IIE,( REFEREIYCE PAGB ]nI'7473 AEF ORE ItsE'
Desisn vorid ror use onrv with MiTek conn4ro6. This desisn is bore9 try- Yl9ili91"J,?f;.tL"n'.fl19,11,1?l*i::Y?i3 ::'f113."3[ff:".1t;*ffi:?.,:"flli';iJffi'#lliii:Hi#$;ffi;&ii,;i#;;;6ii'Jir,l 'iip"",'t'litv or bujrd-nsdesisnq- noi trusdesisner. Brocins show
is for tolerot support of indlviduot reb mEri'0"* ontyi euoitionot tempo,ory oroliig t; insue stoui$ty-during-conslruclion is ihe responsibillity of lhe
erstor. Addiiionol pemonent broctns;i Ihe oveloil structure is theiesponsibility ;t the building desigher' For-g-endol guidqnce regording
robricoiion, quotity cont,ol, .rorogr oJl';ryj-.;J;; ;; ;;.;ts, ;;!Ji r'rstnrn Owni cttt-taq, DSI-89 ond BCSI Sulldlno Compscnt
s;fiil'';;;i;;' ou"iroUr" rro,i r.ri irtS rnsiirure. Z8t N. ree Streer, Suite 3l2. Alexondrio. vA 22314.
1 sourhern pine ( sp or spp) rumberi;';;;;;i;l:ih;;;;r-qn v;iu;; ;re rh;;; ;*;;riv; 06 01 ?01 2 bv AL sc or proposed bv sHB'
Snake Components,I D: EeP gsZKgVQpO\MOCnW?QdGvh-Us-xqkqelwcyiPWqvEcBnEg3QyC mS2ZdQU?4VeOxsvgvTL
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=l'15
Unitorm Loads (Plo
Vert: 1-5=-43. 5-6=-43, 2-10=-8, 9- 10=-8' 7-9=-8
Concenlrated Loads (lb)
Verr: 11=16(F) 12=-6S(8) 13=-27(F) 15=-434(F=-148,8=-2S6) 16=-260(F) 17=-a(fl 18:19(B) 19=-1a(F) 20=-18(F=-9' B=-9) 21=-5(F)
Job
t'l156-12
Truss
cRl
fruss Typ€
)IAGONAL HIP GIRDER
otv
1
FallCreek/626Tanglswood/+4/JR(lD)R R35095518
niver truss a Components, ldaho Falls, lD 83401 rug
- -!!.
tYtt !9N
772 Gr@nback Lane, suite 109
Citrus Heights, CA, 956 1 0
A we*r,or* vtifu daigt puweta md R6ttD JSrES OH rflts.ellll) tlrtctuDED 'dTEKREfEREIWE PAGE MII'7475 BFIORE ttSE'
Desiqn volid tor use only with MrTek connrctoc. This design is bosed only upon porqmeteF show, dnd is for on indiv'rduol building component'
^ ^^i^^hilir, ^r ^a.i^- ^^. -.r.^.iJ"i"""iin""-"r"-tion "r compoireht is isponsibjlity of building designtr - nol lru$designer' Brocing shoMffil?,:,,"6]iii:"ij$ii i#:l#Hio"i,#ffoff#filro"n"; ;r ;;6ohJit is ieponsioititv or buirdjns desisnq - nolrus desisner' Brocins shoM
is fd lolerol support of individuot reb membeE only. Addilionol temporory oroir-n! tJ insure stouitiV-auring-conslruction is lhe responsibillity of the
;;i;;. ;j;ji.6; ;.mon-ni uro"tng-;i ine tveiott srructure is the iesponsibilify 6f the building designer. For gl?nerol guidonce resordins
rdhdcdrion. ouo'tu controt. storoqe, oJ1ierv,ii*]',Jir ".Jot""ins. ";ith lnst/lltt Quqlttv cil€do, Dsl-89 qnd lcsl lulldlne componenli.jfii",jir&]i"Jiii" J-iiJ !t.r"s", diir"ry, Let.on ond brccins. consun aNsttPn Quqltty cdled.
$fi;'t;;e;;' ot"ir"urJ t "tii..i itoti tnstitute, zat N Lee sireet' suite 312' Alexondrio' vA 22314'
ii'lii'iritiiiii'iiie i sF or iPol rumber ii ip;;iii;4, thedeBign ulues Ere those eff€crive 06'01/201?
roo
t1156-12
Truss
D0'l
fruss Typ€
iIP TRUSS
Itv
I
Plv
1
FallcreU626Tanglewood/9-4lJR(lD)R R3509SS19
River Truss & Componenls, ldaho Falls, lD 832101 7.250 s Aug 25 2Ol 1 MiTek Industries, tnc. Tua SeP 04 14:35:39 2012 Page1
lD:EePgsZKgVQpo\/wSCn\^/?QdGyh-Us-MOQyGuz4FenshMzBtwhsh2ahsMymqi3RnSt2YQygyTl
hb=1:S.1
1,
EI
DEFL in (loc) l/defl Ud
Vert(LL) -0.39 15 >999 360
Vert(TL) -0.61 14-15 >670 24O
Hoz(TL) 0.19 11 nla nta
Vvind(LL) 0.13 15 >999 240
SPAC|NG 1-0-0
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2009/TP12007
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O,O
LUMBER
TOP CHORD 2 X 6 DF SS'Except'
1-2,1c.11: 2 X 4 DF No.1&Btr or DF 180OF 1.6E
BOTCHORD 2X6DFSS
VVEBS 2X4DFStud/Std'Except'
4-16,5-'15,7-15,8-14i 2X 4 DF No.1&Btr or DF 1800F 1.6E
REACTIONS (lb/size) 1 =3476/Mechanical, 1 1 =32gg/Mechanical
Max Hoz 1=30(LC 8)
Max Uplinl=-406(LC 9), 11=-371(LC 9)
Max Grav 1=3508(LC 1 7), 1 1 =3331 (LC 1 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOp cHoiD' 4-19=_n63823,5-1s=-7357t823,5-2O=-7865t872,62A=-7865t872,6-21=-7865t872,
7-21=-78651872,7-22=-73031812,8-22=-72991812,1-2=-7056i800' 2-3=-7048t8o5'
34=-64381732, 8-9=-6301 /705, 91 0=4808/756, 1O-1 1 =-681517 51
BOT CHORD 1'23=-711t6358,23-24=-71116358,18'24='71116358, 18'25=-71116358,
17 -25=-7 1 1 t6358,'l 7-26=-616/5769, 26'27=-616157 69, I 627 =-61615769,
1 6-28=-77 617 355, 1 5-28=-7 7 617355, I 5-29=-7 6517 3A1, 29'3O=-7 65 17 3O1'
14-gO=-765n3O1, 14-31 =-59215651, 31-32=-59215551, 1 3-32=-59215651'
1 3-33=-666/61 39, 1 2-33=-666/61 39, 1 2-34=-666/61 39, 34-35=-666/61 39'
1 1-35=-666/61 39
\ /EBS 3-18=-65/626, +17--1F,A126O,4''t6=-224122O9,5-16=-830/82' $15=-68/694'
6-15=-332135,7-15:83/768,7'14=-879192,8-14='24112298'8-13=-11411137'
*12=-4A518,3-1 7=-981/1 1 1, $13=-861/85
NOTES
il-wno: nSCe 7-os; gomph; TCDL=4.2psf; BCDL=4.2pSJ; h=25ft; B=45fl; L=34n; eave=4ft; Cat. ll; Exp B; enclosed; MVVFRS (all
heights); cantitever bft ;nd right expoled ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp B; Partially Exp ; Ct=1 1' Lu=5G0-0
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage lo prevent water ponding.
5) All plates are MT20 plates unless otheMise indicated.
Oi nis truss nas been designed for a 1O.O psf bottom chord live load nonconcurrent with any other live loads.
ii " mis mss has been deJigned for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-m tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss io truss connections.
Si fnis trusi is designed in accordance with the 2009 Intemational Residential Code seclions R502.1'1.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
tOi inli truss Oesign allows for lhe following max. bolt holes along the member dlines spaced a min. of 0-&0 apart: 0.500in in the top
chord, 0.500in in the bottom chord.
Conlinued on Page 2
PLATES GRIP
MT20 2201195
MT20H 16s/146
Weight: 222 lb FT = 0%
BRACING
TOP CHORD Struclural wood sheathing directly applied or 2-6-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing
,OY,?' -b</Ae6;w
w
oF 9*
September 4,2012
1il. ,"en-rlE
"*,lv
daign powatw Qnd READ J\DIES OIV IiIS Itr|I) I lCtttDBD IdIIEK REFEREI$UE PAGB MII 7473 EErORE ttsE
-6-esign
volid for u* onty *ith tuf.f .onnecto6. This design is bosed only upon pqromeJe6 shoM, ond is foron individuol building componenl'
Appiicobitity ot design porometen ona iiopeiincorporc-lior of cgmpoireirl is ieponsibiliiy of buildingdeslgntr - nol lru$ designer. Brocing shoM
is for loterol suppoil of individuot reb membea only. Additionol lemporory brocing lo insure siobility during-conslruclion is lhe responsibillity of the
ll,.l.iiJi.-ej"a]i,5'.-ii p.i-"n.nior"ling "t the oveiol slruclure is thelesponsibility ot the building designer For-g-entrol guidlnce regording
fobricotion, quotity conrror, sroroge. jeiivery. erection ond b(ocing. coniult ANSUIPII Quolty Cril€rro, DSr-8t ond SCS| lundlng Componenl
iof.t"i"f-."tt"n' ovoibbte fro; Truss plotb Institute, 78t N. Lee Sheet. Suite 312, Alexondrio, vA 231,1.
ii-siiitiiili'i'iiif i sF oi sFot rumueiii ipiiiii.il,-tiJau",sn diu;; ;it thoie efiective 06oli20l? bv ALsc or propssed b)' sPlB'
- -!!.
MiTel(
7777 Greenback Lane, Suile 109
Cilrus Heights, CA, 956t0
Snak" RGr Tr,rs" & C"mp"nents, ldaho Falls, lD 83401 7.25OsAJ9252011 MiTSklndustnes, InC lueDePw raoJJe4vrz I qse'
lD:EePgSZKgVQpOW7gCnVWQdGyh-Us-MOQycuz4FenshMzBtwhsMahsMvmqi3RnSi2YQygyTl
NOTES
11)Hanger(s)orotherconnediondevice(s)sha||beprovid.ed.suffcienttosupportconcentrated-load(s)3o9|bdow^1n143
3ogrbdownand42rbupat 4-.r1-4,3o9rbdownano+ztbup-aiirr-l,sogrbdownand42ril,liJ-a-ira'309 lbdownind-42 lbupat 1o-11-4'309 lbdownand42 lbup
at 12_11-4,3o9rbdownand42tbupat 14-11-4,sostooownlnJa2to'upat 1&'r1-4,3o9rnioln"no+zibufat 18-t1-4,3o9 lbdownand42 lbupat 20-11-4'309 |b
downand42 tbupd 22-11-4,309tbdownand4?tg_uqat 24-11-4,258tbdownand31 tbupat 26-11-4,258 lbdownand31 lbupat 28-11-4'and258 lbdownand31 lb
up at 3o-1 1-4, ano zsa rn odn anob ro ,p "t
32-11-i on. bottom cnoro- rne oe"ign/serection of such connection device(s) is the responsibility of others'
12) tn the LOAD CASE(S) section, i*0" "ppri",i
to rne face of the truss are noted as front (F) or back (B).
LOADCASE(S) Standard
i) Snow: Lumulr tncrease=1. 1 5, Plate Increase=1'1 5
Uniform Loads (Plf)
Vert: 4-8=-43, 1'1 I =-8, 1'4=-43, 8-1 1 =-43
concentratill:o:t'o['ll, ,.=-.or,r, 1s=-3os(F) 12=-258(F) 23=-3oe(F) 2a=-3oe(F) 25=-3oe(F) 26=-3os(F) 27=-3os(F) 2B=-3os(F) 2e=-3oe(F) 3o=-30e(F) 31=-30e(F)
32=-3os(F) 33:258(F) 34=-2s8(F) 35=-258(F)
Fallcre€k/626Tanglewood/9'4/JR(lD)R RgSOgsSl 9
Job Reference (oPtionall .ffit-611 Mffik lndGtries, Inc. Tue Sep 04 14:35:39 2012 Page
tob
t1156-12
Truss
D01
Truss Type
{IP TRUSS
xtv
I
Plv
,1
- -!!,
MiTek
777 Gr€nback Lane, Suite 109
Cilrus Heigttts, CA, 95610
@ md RsaD J\DIES oI{ Drrs.iurD llvct wBD MITaI( REFEEE TB PAGE Mt'7473 asPoRE LsE
Designvo|idforUreonlywjthMiTekconnectoF.Thisdesignisbosedon|yUponporometereshoM,ondisfqonindividuo|bui|dingcomponenl.AoDlicobitiv ot desEn poro-.r.o o,ii Jo-p-"iincorporc-tior or cotpd*tjt'lip"niiOilitv jiu'ilaing a"'igns- noi lrus desisner' Erocing shom
is for 'oteror supporr ot inaiuiauor reo'irliEin"";Ui.99ttl",f':."*?:*?l'',:J:,t"J:ff"''l*:'yr:::l+::nt$ilJilffJ:T;:l:llly " ""is for loterol supporl of individuor reD mmosoonry'nii,i"iJlii ffJiJJli"il]iriv 5r tn! 6"ital^s deiisner]or-generol guidonce resordins
ifi::"Ji,A::l':iffi j,.'ir"1.',iit?!ii.:'A.!i."-tiJ" ""I uid"i".g. ."ni'rt - rhiiniiriwrni in-Jt. osr-8e ond rcsr Eurdrno componenr
;:rifiinH:ih+tg',,'ffi '$: ltH*i''"#'*,'"''x;:!'#lff R
1!
8
1 5x4 rl
Fatlcreek/626Tanglewood/94/JR(lD)R R35O9S52C
r^h aafa.an^a /dnlionell
lob
11156,-12
ffuss
)o2
truss Type
{ip Truss
atv Plv
1
Comoonents, ldaho Falls, lD 83401 rD:EePgsZKgVQpow7SCnW?adcv[u5-lnYjha-KnF2pwgTa-KkKmTflKg6lVEkEmMgcJygvTc
DEFL in (loc) l/defl Ud
Vert(LL) -O.24 10 >999 360
Vert(TL) -0.41 10-11 >991 24O
Hotz(TL) O.17 7 nla nta
Wnd(LL) O.O9 10 >999 24O
SPACING
Plales Increase
Lumber lncrease
Rep Stress |ncr
24-O
1.15
I 4R
YES
Code lRC2009/TPl2007
LOADING (PsO
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL O.O
PLATES GRIP
MT2o 2201195
Fl =Oo/o
LUMBER
TOP CHORD 2X4DF No.l&Btr or DF 1800F 1 6E
BOT CHORD 2 X 4 DF No.1&Btr or DF 1800F 1 6E
WEBS 2X4DFStud/Std
BRACING
TOP CHORD
BOT CHORD
REACTIONS (lb/size) 1=1728lMechanical, 7=1728lMechanical
Max Horz 1=81(LC 10)
Max Uplift 1=-106(LC 1 1), 7=-106(Lc 1 1)
Max Giav 1=2066(LC 20), 7=2066(LC 20)
FORCES (lb) - Max. Comp./Max. Ten' - All forces 250 (lb) or less except when shown
rop cHoRD 1-13=-387al368; ii-il=-aioliozs' z-iq:aa7leas,z-r5=-z89tryj1-' $-15=-2856/360'
3_16=-2a66t35i, ia-ii=_itae;is/,i-tt=-znassa, t-18=-2473t356' 18-1s=-2468t3s7,
5-19=.2a66/357,$20=.2856/360,6-20=.2887F41,6.21=-3654/385'21-22=-37041373'
7'22=4a741368
BOT CHORD 1-12=-3}5t32si, 11-12=-3O5t3297 , M1=-235t3O44' 9-10=-235130214' 8-9=-29913297 '
7-8=-29913297
\/EBS2-11=-997t1ls,3-'t1=-46t733,*11-781166'419=-781166'5-9='46/733'6-9=-997/113
Tro*ii, oa".7-05; eomph; rcDL=4 2psf; BcP!=1 2q.tj',^h:2^51; B=45fi; L=34fl: eave=4n; cat' ll; Exp B; enclosed; MVIIFRS-(all. .
heights) and c-c Exterio(2) oi-t z lJi-b-s, int"riorit ) s-s-g t; r r -i-ol Er,t"tio<zl 11-2-0 to 27-7-11,Interio(1) 27-7-1 1 to 33-1 1-4
zone; cantilever lefl and right exposed ; end vertical left anO right expoieO;C-C foi members and forces & MV\IFRS for reaclions
shown; Lumber DOL=1 .60 plate grip DOL=1'60
2) TCLL: ASCE z-os; pt=gs.o pJ-(n"ai"root .nott1; c"t"gory ll; Exp B; Partially Exp ; Ct=1 1' Lu=5G0-0
3i unoalanceo snow loads have been considered for this design'
4i Provide adequate drainage to prevent water ponding'
5) This truss has b""n o".ign"o ioi"lii.o pJr fottor inord live load nonconcurent wilh any other live loads'
6) * This truss has oeen oesigned-ioi" riu"jo"o ot zo.opsf on the bottom chord in all areas where a reclangle &G0 tall by 2-G0 wide
willfit between the bottom chord and any other members'
3l ffl':i1"":'13:*Lf::H:$fr*SlJii"liTi;m Internarionar Residentiar code sections R502.11.1 and R8o2'10 2 and rererenced
,., if,:til3$:if""jtlws ror rhe forowing max. bort hores alons the member dlines spaced a min or 0-6-0 apart: o 5o0in in the top
chord,o.sooin in the bottom chord.
LOADGASE(S) Standard
Structural wood sheathing directly applied or 2-2-0 oc purlins'
Rigid ceiling directly applied o!101j o!jra9'n9:.--
wk"rd
September 4,2012
--8.
MiTel(
77n Gr@nback LanE, Suite 1 09
citrus H€igtrts, cA, 95610
AND:/IfrLUf,EDj'''TEX REF ERETrcE PAGE IU'7473 BBTORE USE'
Designvo|idforUseonlywjthMiTekconn€loB.ThisdesignisbosedonlyUponporome|eFshoM,ondisforonindividuolbui|dingcomponent.AoDticobititv ot desgn poro."r"o o,ii pio-p-eiincorpoo-tion of cotp"n*r]t''lipiniiriiitv or ou1'aing aesigns ' not tru$ designer' Brocing shown
isior roreror supporr or i^ai'ra,"r *Ji'!#85"'"".r"rvlXiJri:::if:E^;1"".*'iLlg,','#'"'Jt"*'iJ'y,.,:::?q::!:H',il;Jtt$i:':"&15llly "'*is tor lolerol support ot individuol reo. memoers oIilY ^eu"re' 'u
fiiv & th;iildi.g deiigner.lor generol guidonce regording
i:n:;;*{*ll, rn":5:1"?::55'g$"":"""ff11':x;H:',,1i."J::ffi''"ii;in;i" a;;w idtrb' oss's;e ond 86t sunatns iomp;ent
#5i*i*mnwsrrun ;:r runn-lgx'..,''"';:m "m:l *m*1ru
Fallcreek/626Tanglewood/94/JR(lD)R R35095521
lob Referere (ootionall -
n6)s)ol1Mirek lndustfles. hc. lie sepE 14-522612 Page
lob
t1156]12
Truss
o03
truss Type
lip Truss
otv
1
SnatenrstrussaComponents, ldahoFalls'lD83401 tD:Eepg5ZKgVepO\MBCnWQdGyh-U5-iMDrKcOD3AQNngrgfTHlO6HXwNg\ Ail2AwkapDsvgyTD
bl6 - 1:S 2
14
LOADING (PsO
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL 0.0
LUMBER
iop cnono 2 X 4 DF No.l&Btr or DF 1800F 1 6E
BOTCHORD 2 X 4 DF No.1&Btror DF 1800F 1'6E
vvEBS 2X4DFStud/Std
PLATES GRIP
MT20 2201195
Weight: 173 lb FT = 0%
Struclural wood sheathing directly applied or 2-1-8 oc purlins'
Rigid ceiling directly applied o|lGGo oc bracing'
Fk recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
BRACING
TOP CHORD
BOT CHORD
REACTIONS (lb/size) 1=178o/Mechanical, 9=178o/Mechanical
Max Hotz 1=-101(LC 9)
Max Upliftl=-'lO6(LC 1 1), 9=-106(LC I 1)
Max Grav 1=2399(LC 20),9=2399(LC 20)
FORCES (lb) - Max. Comp /Max. Ten' - All torces 250 (lb) or less except when shown'
rop cHORD r-1s=-aenzmo,z-1C:aa1ol380, 2-1d=414s,3,-65,3-16:3860/367, 111-11111133'
a_17 =_2868r.ai" 4_18=-2654t334, 5-1 8=-2656/334, 5-1 9=-2656/334, 6-1 9=-2654/334'
6-20=.2868F41,7-20=-3115/333,7.21=.3860/367'8.21=.4149865,8-22=-44101380'
$22=-46321370
BoTcHoRDl-14=-298|3994,13.14=.23513317,1i23=.158|2673,12.23=-15812673'1f.-2a=-1 58 1267i, 1 1 -24=-1 5812673, 1 0-1 1 =-229/3317' 9-1 0=-292t3994
WEBS2-14=-605/108,3-14=-271619,3'13='957t124'4-13=-69/910'5-13=-391/'194'
5-1 1 =-391 /1 9a, &1 1 =-69/91 O, 7-11:9571124' 7-10=-27 t619' 8-1 0=-60s/1 08
NOTES
1) Wnd: AscE 7.O5; 9Omph; TcDL=4'2pgf; Bc9L=12P-sjt:15J1; B=45ff; L=34ft; eave=4fi;.c.al ||; Exp B; enc|osed; MWFRS (a||
heighrs) and c-c Exterio(2; g.Gtz td g-b-g, Interioril) 3-s-9 to io-lo-il, exterio(z) 13-10-o to 2+1 1-1 1 ' Interior(1) 24-11-11 lo
33-1 1-4 zone; cantitever en ani ;;;i";p";;J;;"d v6rticat ten ana right exposeo;b-c tor members and forces & MVVFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1 60
2) TCLL: ASCE 7-05; Pf=35.O psf (flat roof snowl; Category ll; Exp B; Partially Exp'; ct=1 1 ', 1u=50-0-0
ii UnoatanceO snow loads have been considered for this design'
4) Provide adequate drainage to prevent water.ponding' . ..
ii iiri" t.." rr"'i ueen oesi6neo ioiaio.o fs Ootto.n lnord live load nonconcunenl with anv other lpe loads'
6) . This truss has u"en oesigneo roia live load of 2o.opst on tne uottom cnord in all areas where a rectangle 3-G0 tall by 2-0-0 wide
" ririii o"t*""n1ne oottominoro and any olher members' with BCDL = 8'0psf'
7) Refer to girder(s) for tru3s to truss conneclions'
g) This truss is designed in accordance with the 2oo9 International Residential code seciions R502 1 1 1 and R8o2'10'2 and referenced
standard ANSI/TPl 1.
9) This truss design a||ows for the fo||owing max' bo|t ho|es a|ong the member cy'|ines spaced a min. of 0.6-0 apart: 0.500in in the top
chord, O.sooin in the bottom chord'
LOAD CASE(S) Standard
DEFL in (loc) l/defl Ud
Vert(LL) -0.36 11-13 >999 360
Vert(TL) -0.53 11-13 >771 24O
Hoz(TL) 0.19 9 n/a nta
VMnd(LL) 0.08 11-13 >999 24o
Plales Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC20O9/TP12007
k"r9*w
7777 Gr@nback Lano, Suite 109
Citrus HeighB, CA, 95610
@dm and READ lorrs orv rrrs dr\aD IlKLrr,ED MrEr(REFEREtrcE PIGE ,ilt-7473 aEFoRs llss'
Designvo|idforUseonlywithMiTekconn@loc.Th.6designi5bosedonvUponporometsshoM,ondisforonindividuo|bui|dingcomponent.Appticobilty ot desrgn poro-"r.o o,iJpiJp-.iinf.ririr"1i- "f ::-poitdtr it t'o*p"n'iUilitv of buildingdesignd - nol lru$ desisnq Brocing sho*
is ror roterorsupporr orinaiviouorreoirEriF;-ti99lti9:"1'.'J?:i*:k'FJ:'iil*n'*::ly.::y+::::f"'*lJ,L'iii3'3![1$i]3 " "'is for loterol supporl of indivcluol reo memDffioonry'.t?"^rliJ[lii.i."jJ'li"il'i]iiv 5r ri. trlanJdi_,ign".ior-g-n"rol guidonce resordins
ijff:"Ji,A::'J:[['i.Xtri:t3"i,j3lli":;;;."";;Jn ono uio"ing. ""n!,n
- iniiriiir o"omi crn-Jlo, DSB-8e ond Eesr Eundrne componenl
i:#Jli+rH?i:','""$:'.'Ci:,:, ;l?:jilll''#l*lf"'J'l'ii:';',",5d1?jl"'i:ifl:'oxtffr"1 o' o.'. "' o'"0"".0 o' 'nu
September 4,2012
Snake River Truss & Components, ldaho Falls'lD:EePgSZKgVQpO\MSCnVWQdGyh-U5€lLckH2Tbog5l R?Xn"uJVTXMqKALTzqgTO23vlWgyTB
-rff r :ls: r il;fi r :lft riffi 'J;5;' -'r
1a# r' -
f;* r til-'% t'ffi t
t3-13 5-3-13
,.*F
t6 sxg ---
MT20 2201195
MT'I8HS 220t195
Weight: 190 lb FT = 0%o
Struclural wood sheathing directly applied.
Rigid ceiling directly applied or 10-0-0 oc bracing
1 Row at midpt s-'17,8-16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8,0
BCLL O,O
LUMBER
TOP CHORD 2X 4 DF 24OOF 2.0E'Except-
e-7:2X4 DF No.1&Btror DF'1800F 1.6E
BOTCHORD 2x4DF No.1&Btror DF 1800F 1.6E"Except'
12-15:2X4 DF 2400F 2.0E
\ /EBS 2X4DF Stud/Std'Except-
BRACING
TOP CHORD
BOT CHORD
VVEBS
8-15: 2 X 4 DF No.1&Btr or DF '1800F 1.6E
SLIDER Right 2 X 4 DF No.1&Btr 1800F 1.6E 4-8-1
REACTfONS (lblsizel 2=1g25lo-5-8 (min. 0-2-15), 12=18951G5-8 (min 0-2-9)
Max Hoz 2=121(LC 10)
Max Uplift2=-152(LC 11), 12=-152(LC 11)
MaxGtav 2=2747(tC 21)' 12=2717(LC 21)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown - - -
rOp CnOiO' 2-1s=4ga4t282,19-20=-4880/286, 3-20:4811,3ia1,3-21=-44841288' 421=-43321289'
4-22=-431gt2g1'5-22='41741301,5'23='3249t269,6'23=-32171289'6'7=-28191282'
7-8=-32691292,8-24=-77741483,*24=-79251471'9-10=-77381430'10'2!=-77621425'
I 1 -25=-7912t 422, I 1 -26=-8498/466, 26-27 =-8561 1454' 12-27 =-8637 I 449
BOT CHORD Z-1a--1sot4255, i a-Zs=-l glls5o6, 28-29=-1 31 /3506, 17-29='13113so7, 1617=-44t2814'
15-16=-14914100, 14-15=-37O177 12, 12-14=-37 1 17696
\ /EBS 3-ft=-622t97,5-18=-6/749, 5-17='1141t138,@17=-54/447, &16=-701655'
7-16=-12511179,8-16='22751184,8-1 5=-21 3/4689, 9-1 5:584/89' 1 1 -1 5=-481l80
NOTES.l) wnd: ASCE 7-05; gomph; TCDL=4.2psf; BcDL=4.2psf; h=25fi; B=45ft; L=34ft; eave=4fi; Cat. ll;.Exp B; enclosed; MVVFRS (all
heights) and C-C Exeriorlz; -r-s-ts tb t-to-0, tnteri;(1) t-10-o to 1e6-0, Exterio(2) 16-6-0 to 17-6-0' lnterior(1) 22-3-1 1 to 3$6-13
zone; cantilever left ano rignt exposed ; eno verfical lefi ind right exposed;C-C for members and forces & MVyFRS for reac{ions
shown; Lumber DOL=1 .60 plate grip DOL=1.60
2)TCLL:ASCE7-05;Pf=35.Opsf(flatroofsnow);Categoryll;ExpB;PartiallyExp;Ct=1'1'Lu=50-0-0
3) Unbalanced snow loads have been considered forthis design'
+i inis iruss nas ueen designed for greater of min roof live load of 16.0 psf or 2.oo iimes flat roof load of 35.0 psf on overhangs
non-concunent with other live loads'
5) Provide adequate drainage lo prevent water ponding.
6iAtl plates are MT2O plates unless otherwise indicated.
zi fni! truss nas been designed for a 1o.O psf bottom chord live load nonconcurrent with any other live loads'
8) * This truss has been designed for a live load of 2o.opsf on thetottom chord in all areas where a rectangle 3-&0 tall by 2-G0 wide-'
wiltiit between the bottomihord and any other members, with BCDL = 8'0psf'
g)dea1rng-aiioint(s)l2considersparat6iioirainvatueusingANSl/TPl langletograinformula. Buildingdesignershouldverify
capacity of bearing surface.
1O) This truss is designed in accordance with the 2oo9 International Residential code seclions R502.1'1.1 and R802'10'2 and
referenced standard ANSI/TPl 1
Continued on Page 2
,ob
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otv
1 I
Fallcreek/626Tanglewood/9'4/JR(lD)R R3509S522
ID t .Zn s eugZS ZO'tl MiTek Indusiries, |rc. Tue Sep 04 14:35:f-2-?11.lagf;
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
code lRc2009/TP12007
Vert(LL) -0.65 15-16 >621 360
Vert(TL) -0.93 15-16 >433 24o
Hotz(TL) 0.51 12 nla nla
Wnd(LL) 0.13 15 >999 240
Qtr#oFd
September 4,2012
777 Gr@nback L8ne, Suite 109
Cilrus Heights, CA,95610
@ffi @dREADrrprEs oilrttrsintD IInLUDED tIfE <REFEREIuEPTcE *fl1'7473 BEFoREllsa
Design volid for use only with Milek conn€1o6. This design is bosed only upon poromeleE shoM, ond is for on individuol building component'
Aoo1cobitiv ot desisn poro-.t"o on-i piJp!;il;;&i";;i99mpo'neiriis ieponsiuilitv of buildjngdesigns- nol lrus desjsner' Brocing shoM
;#;;,il'*il;i;;i'd;-?i'1fLdlF.+"..iy:"i.:*p:"ln:?.'::f":,l",fJ:,i?ilY',,",":g"ll'y":#?::::'l#i;,it'ffJ:'H:15lllg""':,gi$:ili::i##i ;!l#Hiil:itiri".;iin-Ji,i'Jiirr ,i-ii"-''ln.?"ipi",roititv 5t the buirdins de-sisnellor-s-eneror suidonce resordins
fobdcotion, quotiiy controt, storose, o""tii"ry:-;J;;;;ilJt"s, ;Fi llsrrrn Quqlty Cnedo, Ds!-89 ond BCSI Eundhq comps.nl
!-kfnt'ndhn dwdilddafrdmrrussPEt;lnstituie,TSlN.LeeStreet,Suile312,Alexondrio,VA223l!.. ..^^i.r"r"i"r-i"in""' ovoiloble fro; Truss Plote Institule, 781 N'
u sorirtrErn Pine (sP or sPp) lumberi! !!!9!!!9!!!!!jlei ;;;H;;; ;'iiitG'ob ititotz uv rusc or proposed bv sPlB,
Snake Rirer Truss & Components, tdaho Falls, lD 83401
NOTES
1 1) This truss design allows tor the foilowing max. bolt holes along ihe member dlines spaced a min. of 0-6-0 apart: o.Sooin in ihe top chord, 0.500in in the botlom chord
LOAD CASE(S) Standard
@!tries, Inc. Tue sep 04 14:35:462012 Page2
lD:EePgsZKgVQpO\MgCnv\PQdGvh-U5€lLckH2Tbog5l R?XnuJVrXMqKALTzqgTO23vlWgyTB
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FallcreeU626Tanglewood/g/JR(lD)R R35O9SS22
zn " a"o zS ZO't't Mii-ek Industries, Inc Tue Sep 04 1 4:35:46 201 2 Pags
- -r!,
lflrlMiTek"
772 Grenback LanE, Suit€ 109
citrus Heights, cA, 95610
A,wrnmla v*,yy d6igpp@gmitffiandREADllpfE.SoilI'lIsAr@IlfttDEDffr:E|(REFEREItcEPAGEttIil'747OBwoRE"sE'
Tesign volid for ure or*y wtn Mn-t "onneclor. This design is bosed onty upon poromete-F sh-ow, ond i5 for on individuol building componenl'
Appt6obit1y ot desrgn poro-"r"o onJ piop"iin"opwii- ot compohent is ieponsibility of buildingdesigns - not iruss designer' Brocing showni#i:;.-;;i{;ffiLdl*:i*^*":l-l*^:'Ir,l**',':xfn:l""lx?t".,,:Js,i?5Ti"*fl'y,.,:::??::::F#lJJ'"':ii:'lS*illg""^"
:r$i;;:Xi;f5;;i #;;;;;i;;;;J;i tetvefitt srructure is the responsibiliV or ihe buldins desisner For-s^enerol suidonce resordins
fobdcolion, quolity control, storose, oJivl;.;J;;;;Jb;;"qg. .9'!q1 llst/rrtt Quow cltertc' DsB'89 ond ECSI lutdlns Componed
;i$i;i;;-d;' ouqil"6rt rro; iruss plole hstilule. 78t N Lee street. suite 312' Alexondrio' vA 22314'
rt sourhern Prne {sP or spp} tumuer ii'ii,;iiil;,iffid;;b. *it;; ;A$;;
ar Truss & components' ldano halF' lu usu I rD:Eepg5zKgvepo\MScnwe;Gyh-u5-b7-t-Mgz4JTpwpctgiluJMzY^ysA7-?ARglmrMY0MPygyT9+
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FallcreeU626Tanglewood/H/JR(lD)R R35095523lob
t11fi-12
fruss
)o5
Truss Type
Special Truss
niver fruss A Components, ldaho Falls, lD 83401 250 s qug
LOADING (psf)
TCLL 35.0
(Roof Snow=35.0)
TCDL 8.0
BCLL 0.0 -
SPACING 2-0-0
Plates Increase 1.15
Lumber Inclease 1.15
Rep Stress lncr YES
code lRC2009/TP12007
cst
TC 0.94
BC 0.97
vl/B 0.94
(Matrix)
DEFL in (loc) l/dell,4 uq PLATES GRIP
ffi'd-- ---',dhs5
MT18HS 2201195
Weight: 169 lb FT = 0%
Vert(LL) -O.49 12'13 >E21 3bu
Vert(TL) -0.88 12-13 >458 24O
Hotz(TL) 0.43 10 nla nla
VMnd(LL) O.17 12-13 >999 24O
LUMBER
TOPCHORD 2X4 DF No'1&Btror DF 1800F 1 6E
BOT CHORD 2X4DF No.l&Btr or DF '1800F 1 6E
\ /EBS 2X4OF Stud/Std'Except*
6-12:2X4OF No.1&Btr or DF 1800F 1 6E
REAGTIONS (lb/size) 2=1865/0-5-8 (min. G2-0), 10=1865/0-5-8 (min' G1-14)
Max Hoz 2=125(LC 10)
BRACING
TOP CHORD Strucluralwood sheathing directly applied'
BOT CHORD Rigid ceiling direclly applied or 1GGo oc bracing' Except:
\A/EBS
2-2-0 oc bracing: 10-'12.'l Row at midot 3-13, 6-13
ff4ifef.,econtmenAs that Stabilizers and required cross bracing
be installed during truss ereclion, in accordance with Stabilizer
Max Uplift2=-152(LC 11), 10---152(LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
rop cHbio' 2-15=-31i4t23s, +'t5=-2974t266,3-1d=-22O71231, 1617=-2O481243, 4-17=-1992t257 '
4'5--21151327,5-18=-17301257,6'18='18631244'6-19='51181424'7'19='51931411'
7-8=-5068/367, 8-9=-5203/358, 920=-5520/463, 10-20='56181447
BOTCHORD2-14=-14512639,13-14=-145t2639,12-13=-116t26o4'10-12=-37115012
vrnes 3-'14=Ot295,T1i=-s75112s,4-13=-8431174,&13=-1638/'160' 6-12=-17713142'
7'1 2='394t101' V12=-277 I 131, 5-13=-2521 17 17
NOTES
1 ) Vvind: ASCE 7-05; gomph; TCDL=4.2psf; BCDL=4.2psf; h=25fu B=45fr; L=34ft; eave=4ft; Cat ll; Exp B: enclosed; MVVFRS (all
heights) and c-c Elnerio(2) -.t-o-rCii r-r oo, Inreri;(1) 1-10-b to 17-o-0, bderio(2) 17'o4lo 2o4''13 zone; cantilever left and right
exoosed : end vertical tet ano rigfiilxposeo:i-C tor m'emuers and forces & MVIFRS for reactions shown; Lumber DoL=1'60 plate
grip DOL=1.60
Zl iCi-i nSCe Z-05; Pf=35.0 psf (flat roof snow); Category llj Exp B: Partially Exp ; Ct=1 1
3) Unbalanced snow loads have been considered for this design'
;i il;; ft;h"; t;en oesisneO tor greater of min roof live bal of 16.0 psf or 2.oo times flat roof load of 35.0 psf on overhangs
non-concunent with other live loads.
5) All plates are MT2O plates unless otherwise indicated'
oi itrii truss nas ueen designed for a 1o.o psf bottom chord live load nonconcunent with any other live loads'
n r This truss has been designed for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-G0 wide
willfit between the bottom chord and any other members'
8) Bearing at joint(s) 1o considers paralel io grain value using ANsl/TPl 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) This truss is designed in accordance with the 2oo9 Inlernational Residential code sections R502.1 1.1 and R802.10 2 and referenced
standard ANSI/TPl 1.
roiiti"l.r. o"rign altows for the foilowing max. bolt holes along the member c/lines spaced a min. of 0-G0 apart: 0 500in in the top
chord,0.500in in the bottom chord.
LOAD CASE(S) Standard
{9
woF e*
September 4,2012
- -!9"
lvtt t9^
7777 Gr€nback Lane, Suile 1 09
Citrus Heigrns, CA, 956'10
A wrR,||'rvc . ytriJv deiga pfroctwad READ rrK,rES Orr' tttts ,llrD rrrtct wED ',fTBX< REFERETfrB FAGB MIL747I BESORE IISE
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?:'J?.,:"f iifl'j|.':illffil"Ti:",i;"Uft"":il$il;li"; ;i;;dJl'Ji'r-ri ,L-p""iioiritv or ouitains aesisner - not tru$ desisner. Brocins sho*
is for loterol supporl ot individuotreo mEmLen only. edditionot temporory uroili! to insure stobility-during conshuclion is the responsibillity of lhe
er<tor Additionolpmonent orocing-;ifrr! o-""iorrrr^^iu*-is theiesponsibitiry;f the building designer. For-g-enerolguidonce regqrding
fobricotion, quolity control. sioroge. oelv-e;. J;1;;;il 6;;tin-9' cgniull l'lslnnt Quo[lv cd1.1o' DSB'89 ond Ecsl Eundlns componenl
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Xpress Bill Pay - Payment Processing Page 1 ofl
Billing Information
Bryson Higley Bryson Higley
, 83401
I I I 1 rt I
ITEXSI-IRC
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City of Rexburg
35 Northist East
Rexburg, lD 83440
208-359-3020
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l Transaction detail for payment to City of nexOui!.
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D"t* t1|2Odf/,Z-:ti,,|O;i9 AM
Transaction Number: 1 7806501 pT
Visa - XXXX-XXXX-XXXX-6325
Status: Successful
Description Reference #Amt per ltem # ltems Total Amt
BUILDING PERMIT 1200307 $86.24 1 586.24
MECHANICAL PERMIT 12 00536 $130.00 1 St 30.oo
https : //www.xpressbillpay. com/commor/paymentprocess.php tt/20/2012
ReceiPt Number:12i0380 '
@lD'83440
Phone (208) 359-3020 t rax (208) 359-3022
RPRSTNB4Ol Permit Fee DePosit
genPmtrreceiPts
Page 1 of 1
Xpress Bill Pay - Payment Processingo
Page 1 of 1
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REXBURGi\{.
.1'r;1,!1,1c Jl.irrrll l'rtr''fr:irirll'
Citv of Rexburg
Ji;HHB'f.1L
208-359-3020
s260.00I
l
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Billing Information
eryson HigteY Bryson HigleY
ryvrylllvL
,83401
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Transaction taken bY: amanda
,
40 Col' Printer
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s1,535.88
https : //www.xpressbillpay'com/common/payment-process'php
712612012
City of Rexburg Receipt Number:
Department of Community D""jlo!t"'!!
g5 l.lortn 1st East / Rexburg, lD. 83440
Phone (208) 359-3020 / Fax (208) 359-3022
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
12 00307
RPRSTNB4Ol
RPRSTNB4Ol
RPRSTNB4Ol
RPRSTNB4Ol
RPRSTNB4Ol
RPRSTNB4Ol
RPRSTNB4Ol
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Permit - Electrical
Plan Gheck Fee
Fire lmpact
Hookup Fee/Sewer
Hookup FeeNater
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
$2.35
$184.61
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$317.00
$23.s0
-$500.00
$5,182.91
$s00.00 12 00307
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
12-0386 O7tOSt2O12 Permit Fee DePosit
CREDIT CARD
$5,182.91
JUL 13 2ol2
XBURG