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~~~5 R ~~JC~JITRY OF R
y. o° 1 ~..Lf 1L~1 ~.~
~ AMERIGA5 FAMILY CAMMUhITY
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Construction:
Design Occupant Load:
Sprinkler System Required:
Name and Address of Owner:
Contractor:
Special Conditions:
Occupancy:
05 00095
1011 Summers Dr
Beauty School
No
Shaw Homes & Construction
This Certificate, issued pursuant to the requirements of Section 109 of the International Building
Code, certifies that, at the time time of issuance, this building or that portion of the building that
was inspected on the date listed wes 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 wes
classified.
D-ate C.O. Issued
C.O Issued by:
Building Official
There shall be no further change in the e~asting 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 and approved
said future changes.
~-~' ~--1
Water Department: ire
,\
State of Idaho Electrical Department (208-356-4830):!" ~
CERTIFICATE OF OCCUPANCY
City of Rexburg
Department of Community Development
19 E. Main St. / Rexburg, ID. 83440
Phone (208) 359-3020 /Fax (208) 359-3022
,~
•~ BU LDINGP~ OS 00095 #
19 E MAIN, RE: ete the entire Application!
208-359-3020 X E V a n S B e a u by S C~ O O~ iota ply fi i NA for n applicable
~, ~{~,vp>_ y u~' ~ oa oo ~a
PARCEL NUMBER: ~' ~;. ~,, U/ U ,,~,,~ ~ ~',. ~,~ ~ f; G ; ~ g ~
' 10~
SUBDIVISION: ~ ~„~~ - ~,•~l r,,, UNIT# / BLOCK# ~ LOT# ~-1~'-/~
OWNER: ft', ",. Y ~ ~~ ~, ~., e CONTACT PHONE # y / 3 - /,~~ y
PROPERTY ADDRESS:
PHONE #: Home ( ) ~ C" ~- y/S ,~ Work ( ) 3 s~1~ ' O s~/~ Cell ( ) 7 ~S' = ~~ g~ ~-
OWNER MAILING ADDRESS: 3 f ~e~ ~,.,~,~~{ ~,.~„/CITY: ~~ , STATE:~ZIP: ~3~y'C
APPLICANT (If other than owner)_ ~,/lz,
(If applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.)
MAILING ADDRESS OF APPLICANT
~s~~~` r_'' z ,id ~. CITY: ,'' STATE; ,~~ ZIPJ~Z
PHONE #: Home ( ) > ~'~y~ ~~ Work ) ? ~~' ~ a 3'y/ Cell ( ) ~crs~ - 7 dry z
CONTRACTOR: ~,-~ ~.,~ ~,~,.~ 3 r PHONE: Home# ~ ' ~ ` ~ ~~Vork# ~s "y~ oy y/ Cell# ' ~~ ~- ~os'z
MAILING ADDRESS: ~'yt' /~ - 2 ,iP/ ~Z CITY k', ~ ~ .,~ STATE r~~ ZIP r~ 3 ~'y~
How many houses are located on this property?
Did you recently purchase this property? No Yes (If yes give owner's name) /j~,~/,.~ ~• ~, •~-' c~
Is this a lot split? NO YES (Please bring copy of new legal description of property)
PROPOSED USE: /~.LU, ~~ fi'y
(i.e., Single Family Residence, Mulh Family,
Remodel, Garage, Commercial, Addition, Etc.)
APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby
certify that I have read this application and state that the information herein is correct and I swear that any information which may
hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be
truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and
hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The
building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false
statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not
started within 180 days. Permit voi~7d1if -work stops for 180 days.
Signature of Owner/Applicant DATE
WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE!
Plan fees are non-refundable and are paid in full at the time of application beginning January 1, 2005.
City of Rexburg's Acceptance of the plan review fee does not constitute plan approval
**Building Permit Fees are due at time of application**
**Building Permits are void if you check does not clear**
r
Phase complete the entire Application!
If the question does not apply fill in NA for non applicable
NAME .~R-1~` r , ~,~ ~.~~, ~~ 7"Y` G~~./ ~r.•'y
PROPERTY ADDRESS Permit#
SUBDIVISION ~6~,~/~,~,U,~G{ v
Dwelling Units:
SETBACKS
Parcel Acres:
FRONT ~ y~ ~~ SIDE ~~ , ~~' ~ SIDE ~~~ 2' BACK /,~~~5 % ~
Front Footage (if applicable) ~, ~i~
Storm Water Length S• ~ ~ ,~>,. ~ i~. h,
SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building)
First Floor Area i ~ '~ `f ~ Unfinished Basement area_'--~? ~
Second floor/loft area y s r; s~~ - Finished basement area ,~ ~p~
Third floor/loft area ~ ~~, ~ Garage area
Shed or Barn yL >~, Carport/Deck (30" above grade)Area ~ ~t-•
Remodel (Need Estimate) $ >~~
Water Meter Count: ~ ,~,r,r
PLUMBING
i
Water Meter Size: ~ r
Plumbing Contractor's Name: ~,~ ~ ,~ >~ r- - .~ ~* ~.. Business Name:
Address ~~ ~~~ ~,~ State ~~;i! Zip J/ Z.
Contact Phone: ( ) 7 Business Phone: ( )
FIXTURE COUNT (including roughed fixtures)
/ Clothes Washing Machine
~~ Dishwasher
Floor Drain
~,, ~~.~ Garbage Disposal
r~ Hot Tub/Spa
~ g' Sinks
(Lavatories, kitchens, bar, mop)
Plumbing Estimate $~~, ~,, ~~~ (Commercial Only)
Y~c f, Sprinklers
~' Tub/Showers
~_ Toilet/Urinal
d- Water Heater
Water Softener
Signature of Licensed Contractor License number Date
The City of Rexburg's permit fee schedule is the same as required by the State of Idaho
2
Please complete the entire Application!
If the question does not apply fill in NA for non applicable
NAME ~ rf G,. ,.~ ,~ l ~~ : ~' ~ G ~.,~'%.,~. ~ .~
PROPERTY ADDRESS ~
SUBDIVISION ~~,~~,~ ~,- ,'~ {.
MECHANICAL
Permit#
Mechanical Contractor's Name: ' r~ d .~ ~,//~ ~~` Business Name: ~",~,,.~! ~y~
Address ,~ ~ ,~~ 6 ~_ y /, State ~'~' Zip ~ 3 y~'~
Contact Phone: ( ) ~~ ~ ~.~ ~. ~ Business Phone: ( ) G ~ /~ ,~ ~'/ ~ / 3 s ~
Mechanical Estimate $`~' • ~+,v~(CommerciaUMulti Family Only)
FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only)
~i'a- Furnace n ,%~. Exhaust or Vent Ducts
5 Furnace/Air Conditioner Combo
~ ~~ Heat Pump
Air Conditioner
~- /~~ Evaporative Cooler
x /~~ Unit Heater
~ /~~~ Space Heater
°~i ~x.- Decorative gas-fired appliance
~z 1~~~ Incinerator System
fi ter. Boiler
~~- ti Pool Heater
h-/a- Similar fixtures or Appliances
~ /~, Dryer Vents
~ u. Range Hood Vents
14 Cook Stove Vents
Bath Fan Vents
other similar vents & ducts:
~1~z.- Fuel Gas Pipe Outlets including stubbed in or future outlets
Heat (Circle all that apply) Gas Oil Coal Fireplace Electric
Mechanical Sizing Calculations must be submitted with Plans & Application
Point of Delivery must be shown on plans.
Signature of Licensed Contractor
~ ~ 4 sal Gi.Y ~- ~J • d' f
License number Date
The City of Rexburg's permit fee schedule is the same as required by the State of Idaho
04/19/05 TUE 09:35 FAX 2085226459 BMC WEST TRUSS -~-~-~ Bmt; xisatsux~ ~ vvi
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=
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BR m 191/80-0.0
AW 119/B0-D-0
~ a 203/80-0-0
AY = 186/60-0.0
~ 198!80-0-0
,
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:
~ 198180.0-0
BC = 196!80-0-0
BE a 19(1/00-0-D
BF = 196180-0-D
BG 198!80-0-0
198180-0-0
BI - 196reaD-D
196/60.0-0
a 1961ao-0-0
BL = 188180-0-0
~ = 198!80-0-0
BN a 196180-0.0
BP = 196180-0-0
BQ = 198/80-0.0
~y, : 118180.0.0
qt . 209180.0-0
~ = 196180-0-0
CI = 198180-0-0
CH ~ 198/60-0-0
LOADINGfpe1) SPACING 2~0-D I C41
TCI,L Jfi.O Plales Moreeee 1.16 TC D.84
TCDL 7.0 Lumber Ineroeae 1.76 ~ C
BCLL 0.0 ReP Slre~ Iner t4D
BCDL 7.0 Cade IBC20D9ITPI2002 (Matrix)
Con(Inued on page 2
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Horc(TL) 0,01 AV isle isle ~ ~ WelghL• 741 Ib
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198/80-0-0
196180-0-0
198180-0-0
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198180-0-0
196180-0-0
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load case A
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= -0211 B1 NOTES
9) Unbalanced roof qve loads have been
AH-AI = -821144 conaldered for lhla d~lgn.
AI-AJ ^ -971127 2) Wind: ASCE 7-98.90mph; h~5fl;
•
AJ,AK ^ ,871111 TCDL=4.2pef; eCDL^4.apeP Category II: F?kp C;
®nolwed; MWFRB 9eWe end Luna; dn111sver bR
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ate gr
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Lumber DpL^1.33 p
AN•p0 = -02!66 3) ?rues deelgned for wend bade In the plena of
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Ap-AO = -BZ198 to the faoe), sea MfTek-9landard Gable End
A~g ~ -B72/~ 4aWARNING: The unusually long span endlor
AS-AT = -13810 ean69fpaNon of Ihie InRa requlra Ofat e>dreme
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e
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CL-CM
CK-CL = 01170
OI17D neur
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!hat Over-ell bullding bracing ~ des! ned by a
CJ-CK ^ D/17D qualMad englnear, arohllect, or building deal~lar.
CI-CJ = OH70 5) Thle Iruae has been daslgned far a 10.0 paf ,
CH-CI =0/170 bottom chord INe ioad nontx<ncurtant wRh any ~
CG-CH = 01170 ~ otherllvaloeda.
CF-CG = OH70 B) All plates ere 3x6 MII20 unlos0 olherwlae
CE•OF
CD•CE =ONTO .
= 011711 ~I~W~ requires plate IropeoDon per the ~
C
pp ^ pH 70 Tooth Count Method when Ihla Iruea la d+oeen for ~
Cg
^ 0!170
qualllyy easuronce InapecUon. i
'
CA-CB ^ 01170 B) Ga61a requlrea wn6nuaus bottom drord
B~lf-BZ = 01970
=0/170 bearMg.
9) Trl~s to be fully ahealhed from one face m
g~gy gM7p aeeuroly braced egelriat lateral movement (I.e.
Byy-~(
t1,v BW = 0/17D
= 01170 diagonal web),
10 Gable etude apeead a12.0-Doc,
®B?u-BBU = W170
1 Intea lovbaering pplats sap ble ofiwlN al~Idin9 B2
42 Ib upNt at JoM AV.1021b
Ib upgft el jdnl CM ,
BB-BT 7D
= DI ,
,
`pIIR
u
~
tA
n
~
lA
p BR = p1t70 pilfl e
b
jo nl
Z.
Y, 38 b
D 6t at
a1I jdnl
BP-BO ^ 0/170 Join! BA. 67 Ib upilfl al JoMI BB, 67 ID uplBl el Jdnt
BD-BP =01170
17 t3C 67 Ib upIIR et Jolnl BE, 5! Ib upAfl et JOIN BF,
b7 Ib upIIR et JOIN BH, 571b
87 ~ upIIR el Jolnl B0
BN-BD
BM-BN ^ 0/
0
^ ON 70 ,
upIIR atldnl BI, 67 Ib uplfl el Jolnl BJ, b7 Ib UpIIR
9R at
5B Ib
kd BL
BGBM ^ 01970 uo
,
of Jain) K, 57 Ib upBR at Jo
671b upl al Ja1nl
l(R etlolnt tBP1
1 BM
82 Ib u
I
BI4BL
I-BK
B ^ DM 70
- OH70 ,
,
p
n
Jo
R at Jolnl CL,
9
Ib up
l
Bp, 4Ib upYfl elJo~+l 80, 14
,
BI-BJ = t
1
~
p
i61
Po~
CH
p
C '
BH-BI
BG-BH 01170
^ 01170 57
up
fi et Join!
I 6 Ib uu
upRfl el )olnt
al Jdn1 CG, 6i 6 upAfl al Jolnl CF, 87 ~ uplHt at
BF-eG ^ DM7D JotN CD, b7 Ib upNR et Joint CC, 51 Ib upIIR at Joint
BE-BF ^ 0117D CB, 67 fb upBR at Joint CA. 671b upgfl at Jokd BZ,
BD-BE = DM 70 671b upilfl at Jolnl BY 67 Ib upIIR el (Dint BX, 57 Ib
66 I~ upIIR at JdnE V, B1 Ib upilfl
upilfl el Joint BW
BC-BD
BB-BC = D1170
^ OH 70 ,
al Jolnl BU, 67 Ib uplgt al Joint BT and 16 Ib Uplifl al , -
BA-BB
AZ-BA = 01170
= 01170 Jolnl BB.
12) Thla Iruea Is dealgned In sceordsnoe wHh the
AY A2 ^ 0/170 2003 Intamallonol Butldlnp Code seellan 2306.1
~„pY =01970 and referenced standard ANSVTPI 1.
AWA9C a 0/170
AV,AW
S = 014711 LOAD CABE(8)
X BR ~ .163/0 Standard ~
A9-AW ^ •97188 '
AR A)C a -174n4
AO~y = -1e9n4
AP•AZ = -186n4
~
AO-BA ^ -166174 '
AM-BB = -188!14
aL-BC = -1 e9na
AK-BE _ -16Bn4
AJ-BF ^ -168n4
AI-BG ^ -168n4
AH-BH = -18Bn4
AG-BI ^ -t68na
i-~-eJ = -teens
AD-BK = -1BBn9 ,
AC-9L ^ -168119
AB-BM = -166179
AA-8N = .170/79
t-Bp = -1?a174
Y-BO = -188/2'1
C-CL ~ -97189
D-CK = -174n9
E-CJ ^ -1e9n9
' F-CI = -168n4
0-CH = -168/74
acc9 = -9eena ~ .
J-CF ^ -1a9n4
K-CD ~ -186174
L-CC = -1gA174
M-CB ^ -188/74
N.Cq = •188174
D-ez • -1een4
p-BY ^ -188174
£00 C~ ~2IJ1flRH2I ~S4g Fe-E 5Sri2t~ 3,5$M. ~)aH 65fi9ZZ490Z %v~t 9£ ~ 60 Hi1L 50/6 60
GE02 ROOF TRUSS ~ ~ 0
803112-5 3 - _ ~ _ --_~,lob Re-erenca Son
~ES~ (I FALLS , 7 AH AU.S, 63A02 6.200 s 2 6 es, c. a pr 9 .5:09 2D Pege ,
• 10-0-0 11-6.0
-1-13-0 ~ 'S-0-0
1-8-0 5-0-0 5-0-0 ~ 1-8-0 e~.r•,:r,.b~
87,0 Mlli~ •
C
I!
~I
`
- .. ~ CSI l DBFL to (loc) IIdeO Ud PLATES GRIP
LOADiNat{ps5
D
L 35 2-0.O
9PACINO
Plates lnuease 1.15 TC 0.06 Verl(LL) A.DO F >990 240 MIydO 1071144
.
TCL
TCDL 7.0 Lumber lncroaae 1.16 BC 0.10 !
09 Ven(TL)
Hart{TL) -0.00
0
00 F
D >099
nla 180
nle
BCLt D.0 Rap Stress Incr NO WB 0,
1 . Welght:94lb
BCDL 7.0 Coda IBC20081TPI2002 (Mek1x) ' ' 1
(UMBER
TOP CHORD 2 X 8 DF 39
BOT CHORD 2 X B DF 88
WEBS 2 X 4 SPF eludlgtd
OTHERg 2 X 4 SPF Stud/Std
WEDGE
1-eft: 2 X 8 DF 7600E 1.6E,
RlOhl; 2 X 6 DF 1800E t,6E
6RACINO
TOP CHORD
9budurel wood sheathing dNecOy applied ~ O-D-0
rk purOns.
BOT CHORD
Rlgld celOng dlreelly apP9ed ar 10-0A oe bredng.
RBACt10N3~ ((blahs) H28I0~-8
B 628fi5-6
D
s
g ~ H~ -141(loed Dees 3)
Max Upll4
B s 291(lo~d case S)
p = -291(load case 8)
fORGEB (Ib)
Maximum CompresaldnlMexlmum Tension
TOP CHORD
A-B = W49
8-C a 469/169
C-D 4831166
0-E ~ 0148
~ FT CHORD -100M157
p-1= a -100!267
WEBS
C-F a -941111
NOTES
1) Unbeteneed roof Dve loads have been considered
for Oils deetgn.
2) WMd; ASCE 7.98; 9tlmph; hm29ft; TCDL~.2pef;
BCDL=4.2pef; Category Il; t:xp C; endoead;
MWFRS geMe end tone; aenWever tail end fight
exposed ;porch left end rtghl exposed; Lumber
DOL=t.~ pitta Adp DOL~1.33,
3) T-uss designed for wind loads In the plena of
O,e truss Doty. For etude exposed to wind (nermel
to the face). sea pgTek -glendard C3eble End
DelaO'
4)'1'hla buss has been deMgned for a 10.0 pal
bodom clrolll Ilve load noncx,ncurtenl vAth any
other Ilve loads.
5) All pMlss ere 3x6 M1120 unless othenMae
Indicatted.
8) Thla Iruas requires piste Mepectla, par the
Too6, Cpunl Method when Ihla truss is chosen for
IaueDty esaurenca Inapedlon.
7) CiaDle duds spaced el2.0.0 oc.
e) Pnrdda mad,eNeal eonnadlon (by olhere) of
Ib uoll~ft t JdnIAB end 2Bpelblup~lfl el jolts 0 0 ~t
9) Thts Inree la designed In eeeordence with Iha
2009 Inleme0onel Building Code sadlan 2308.1
end rorsroneed standard AN3IITPI 1.
LOAb CASE(g)
Standard
••
~DO~ sxnez~t ~~e FFt~ ssnxs ss~ ~~s ss~sazseoa xv3 s(:~so ins soisti~o
~~ ~ 11 A,I! MIY101I
4s0 MIllall
6-0-0 10-0-0
~~~
~ $03112-5 ~ GE03 ROOF TRUSS I1 l~Job Reference loctlonell y
1 • ,,,~ _ _.__. -,~ __.._..~_.._ __,.~. OS00 s Fab 21 ?A0B MRsk Induetdes, Ins. Tae Apr 1910.25:10 20D6 Pegs 1
•tlluld uOEST (iGAF10 FALLS , IDS ~I11-L$, ID ~694DZ ~ - -
1-6-D 7-4-12
7-412
LOADING() SPACING Z-0.0 C81
TOLL 0 Plaice Inaeaea 1.76
Lumbar Int:reess 1.15 TC 027
BC 024
TCDL 7.0
L p,p
BCI Rap Stress Ina NC WB 0.85
.
BCDL 7.0 Cotls g3C2003/TP12002 (Matrix)
LUMBER
TOP GHORD 2 X B DF 39
BOT CHORD 2 X 8 DF SS
W68S 2 X 4 5PF SludlSld
OTHERS 2 X 4 SPF StudlSid
SUC~R
I.efl2X 4 SPF StudlSld k-7-1,
Right Z X 4 3PF SWdfStd 4-7-1
BRACING
TOP CHORD
• SUucWrol wood ahBethlnp dhec0y eppNad or 6-D-0
oe putflne.
BOT CHORD
Rlpid cNllnp dlreclty epplled ar 10-0-0 0o bradng.
REACTIONS (Iblslsa) ` 169010.6.9
B
H = 159610.5-8
Bax Noe = -373(Iced case 3)
Max Upllh
g = -661(loedcase 5)
H _ -681 loetl oase 6
FORCE8 (Ib)
Mexkn,tm ComprassiaNMttximum Tanslon
TDP CHORD
/MB ~ 0149
B-C = -278511088
G•D = •257311100
D-E Z072l769
E•F = -2072/918
F-fi _ -2573/982
G-H c= ,27651866
H~ = 0/43
BOT CHORD -91312049
B-L
K-L ~ -88212086
J-K = -60912066
HJ -65612043
WEBS
D-L = -1451218
D-K o X111487
E-K A •70611578
WEBS
F-K = X11/501
F~J = -1521273
0o untoF
7-412
DEFL In (loc) UdsO Lb
Verl(LI.)) -0.08 K >9B8 140
Veli(TL) -0.16 IG•L ~p88 180
HoR(TL) 0.15 H nle Ne
NOTiS
1) Unbelencad roof Nva loads have bean
wnaidtrred for Ihls tlealpn.
2) Nnrxi: ASCE 7-96; 9Dmph; ha261C
TCDL~42pp8ai; BCDL=4~psf; CalaDory II; Exp C;
enclosed; MWFRS Pablo and sons; canlllover left
and tightexpDeed ; porch fah and dghl exposed;
Lumber OOIF1.38,plate gdp DOL=1.33.
9) Trues tleslgnod far wind Ineds in Iha plena tY
~int+ e~j sa®Mrr~ smnda d Iceele end m~
OalaN'
4) Th8 Uuae hea bean dtislgned for a 10.0 pef
bollom d,ard gve leatl nonooncurronl wllh any
o01er Ilve loads.
SJ All plstes ere 9x6 MII20 unless otherwlae
4tdlrated.
6) Thy Iruas requires pleat Ineptrc6on per the
Tooth Coum tulelhod when lMe totes Is chcaen for
qualify assrnenca k,spae9on.
7 Gabb studs spaced et 2A-0 oc.
6~ Bearfnp el)tdnl a) B. H consldere parallel to
~~IIn value using IITP11 angle la g~aln
formWa. Building designer should verly caPadly
of besting surleee-
8) Provide mechenlcai connac0on (by others) of
Ib uplift l)olnt 9Paend 81 blups6lwoFtt Jo nl H. 8 681
10) Thls loos le designed in eccordanoe with the
2009 Inlemetlonel Building Code secllon 2306.1
and referenced standard ANSUTPI 1,
LOAD CA8E(S)
Slentlard
7-412 1'6-~.-,:a:.i
PLATES GRIP
MU20 107M44
Weight: 288Ib
•
..,.,. t~ ~unl~vau nwQ FFf SSRNZ 3,S~M ~I~B 65b9ZZ580Z %1~zi LZ ~ 60 Si1Z SO/61/)10
7-4-12 •149-8 22-2-4 29.7-0
•~ 7-412 7-4-12 7-412 - - - - . .. - e 7-4-12
- _ _ __ • e •i-n 1
. 803112-5 GR01 _~DBL. HOWE I1 a~~p~ W
~, - I- ~- ~ _' '~ D s Feb 212006 MRek In ee, Ins. 'Ttra Apr 1910:?b:11 2008 Pape 1 (
BMC WE T (I At D ALT.Sj, ID'PNO FALLT3, ID 89402 #
5-i-10 . ' 9-11=9_'_._~..~_._..._.. 148-8 ___--I__-. 18-7.7 24-5-8 29-7-0
5.1-10 49-15 49-15 ~1-9-15 49-15 5-1-10
8qM a 1:40.9
eN 1NIW= i
0
w w..,,n ---..--
5-1-10 8-11-9 148-8 19-7-7 245-8 29-7-0
5-1-10 4-9-15 49-15 49-15 ~ 4-8-15 5-1-10
-LOADING(psf) 8PAgNO 2-0-0 CSI
3
0 DCPL In (Ioc) I/defl Ud
02 K
VartILLJ 0 PLATES tiR~
pA1120 187H44
TOLL 38.q
TCDL 7
0 ~ Plslas llrcrease
Lumber Increeso 1.15
1.16 .
TC
1
BC 0.18 ,
x988 180
' VeA(TLl -0.04 J
N
.
B~.L 0.0 Rap 59ess Iner
' HO WB 0.39
(MatAx) a
Horz(TL) 0.01 0 Ns WaighL 891 Ib
BCDL 7.p
- Cods IgGgpp3/
fP1200Z _ J
WMBL°R.
TOP tXiDRO 2 X 8 DF 1800E 1.6E
6 X 11-718 LSL Truss Oreda
BOT CHORD 1 WEBS o •4821856 LOAD CASE(S)
E,1
.
WEBS 2 X 4 SPF 81ud1Sbt = ,247/238 Standard
F'I 1) Regular: Wmber Intrwse61.15, Wale
BRACMB
TOP CHORD NOTES Inwaasa--1.18
i) 2 ply truss to ba connected fogetha with Uniform taeds (pig
D-G==-84
A-D®-84
Vert: A-G=-14
°
Sbuctural Wood aheelhlnp dlreegy eppfled or 8-0.0 ,
,
Nape as follows:
0.131 x9
Tap chards connected as falaws: 2 X B - 2 rows ConcenU'aled Loads (Ib)
ao pulrua.
BOT CHORD at D-D-O 00. Vert: G=-3969(8)
Wgld cdllnp dkeclly epp0ad or 10-0-D oo brednB• 0 ~s o nneaed es follows: l.S X 11.88 -
2 ~
REACTIDNS (Ibhlze) e1
Webs ccnneded as fouowa: 2 X 4.1 row at D-e-0
q = 1427/0-6-8
8888/0-6.8
G as •
2) All loads are collsldered equally appllad to all
~1mr Horz
A p8oa, except D noud as front (F1 w back (B) face
LOAD CpSE(B) sedlon. ly b ply
m th
A = ~65(load case 3)
Mee llpllft ,
e
conneedon6 haw assn rovidod to dlaGlbule only
~
A -SB4(toad ease 8) unless otheNUlse
loads naiad es (F) er (B
G -2381(load bass 8) 3) Unbalanced roof INa loads hew been •
FORCEB (W)
Mardmum CompressloNMe~dmum Tanslon corroldered for Ws dselgn.
4) Wind: ASCE 7-68; 90mph; tr-25q:
TDP CHARD TCDLLi2psf; BCDL^4.2peF, Calepory II; Exp C;
A-B = -18921722 endoeed; MWFRS gable end =ane; un8lever left
B-C ~ -1661/672 errd right onpoeed ;porch IeR and dghl exposed;
39 plere prlp DOL^1.83.
Lumbar DOL~1
~ R -1~4/ggg
p.E _ -1284!849 .
5) Thla Wsa has been deelgned fw a 10,0 psf
' -1581/871
F bogom chord 8w toad nonbonburrant wllh any
_ -1B92I726
F-
O
BOT•CHORD .
other Ilva loads.
6) Thls Inks requires p1a19 Inepoc8an per Ihs
A-L = -84311306 Tooth Count MaB~od when drls buss {8 chosen for
K L = -04911308 quallly easurence Inapedlon.
7) Provide mebhanicel aonnsdlbn (by olhera) of
J-K = X77/t 157
W = -88211167 fnus to beming plate capable of Wlthslarlding 584
H-I = ~f8211908 Ib uplift et Joint A artd 2861 Ib uplpt al Joint G.
ra.H - -482/1806 •
o
t
0
WEBS h 2306,1
larnaltonel Bugdlnp Code aed
09 In
2
S•L ~ -981148 and referenced atanderd ANSVfPf 1.
GK = -178!202 9) Hanger(s) or other camacgon devlca s) slwll
p-J ~ -5881907 be prOVlded sufOclenl to support carrcen sled
E-I ~ _ •1801202 loatl(s) 4039 b dawn and 18181b up al 31-2-1 on
FH • -104/146 lop dtord. Ths deslgNealaegbn of such
B-K R -2471232 cannaaion device(s) la the reapanelbllity of others.
CJ R X821366
nnr-(93r ~xnsrr.~t 7WA EEE SSR?II. .I,S~kI 0]01(9 65~9ZZ590Z X~Li 1,£=60 ~. SO/6i/~0
803112-5 1501
ROOF TRUSS
16 I 1
- fisaa s
-1-8.0 7-412 149-8 , 22-2-4 ~ 29-7-0 ,31~
._ -- --I----- 7-4-12 9-8-0
..~.-„+
1-8-0 7-412 7-4-12 7-412
6t! MIle1= ~ ~
0
L
aMwimll
__ 7-4-12 ~ 14-9-8 22-2-4 29-7.0
7-4-12 7-412 7-4-12 7-412
TCLOINO(~~ Plel~lne
?CDL 7.0 Lumbar In
BCLL 0.0 Rep Sbtau I
BCDL 7.0 Code IBC20
WMBER
TOPCHDRD 2X4 SPF1a90F1SE
tiDT CHORD BX2 X 4 SPF StudlStd ~~PN
Bt 2 X 4 SPF SludfSld
WEBS 2X48PF3(udlStd-Except"
W5 2 X4 SPF 1650E 1.6E
W4 2 X 4 8PF 18a0F 1,6E
Wfi 2 X 4 SPF 1950E 1.5E
W4 2 X 4 SPF 1660E 1.fiE
z-o-u
rise 1.16
aoese 1.15
ncr YE3
tYdlTPI2002
C81 ~ DEFL to (loc) 1Me0 Utl
tc o.ea verl(LL~ -0.16 J x999 aao
BC 0.84 VeA(T -0.32 J-K >999 18D
WB 0.95 Hore(1'L) 02a H nle nle
(Meldx)
~~ ^ .6681491
o.'~i m -7a.9nseo
EJ = -6681517
E-I = -1631116
8-K - -61B119aB
F-I = -816/1688
BRACING
TOP CHORD
SlrueWrd wood sheeMlnp dlrecdy applied or 3-9.8
oc pudlne, except end vertieais.
BOTCHORb
Wed cellln9 dlreetly epplled or 7-0.5 oe breeing.
Rf?ACTIONQ pblalae) 1581/OS•8
L ^ 1aB1/0.6~$
Max Horn _ ~ .361(laad case 3)
tNex UpilR .fi72(laad case 6)
L -872(loed case 5)
H
FONCfiS (Ib)
tNexknum CompresslanlMaximum Tanslon
70P CHORD
A-B = O/B7
B-C = -25B6M059
GO ; .2042 805
QE
E-F ~ •35861948
F-O ^ 0(87
9-L _ -1809!140
F-FI = -1x091857
BOTCHORD
14L a -492f371
J-K = -87312038
W ~ -91412038
H-1 = -1341288
WEBS
C-K = -183/118
NOTES
cone dared adr thle deslg~da have bean
2) Wlnd: ASCE 7-98; 90mph; ha28R;
TCDL~2paf; BCDL=4.2paf; Calegdy II; Exp C;
endaaad; t+AWFRS gable end cone; eanl0evv left
and riphl exposed ; pon;h left end doh! axpoeed;
laxtlber DOL-1.33 p191e ptlp DDL~.33.
3) This trues has been dealgnad fore 10.0 psf
baNom dhord gve load narconcurlenl vAlh any
o0lertlvelo~ds.
4) Thle tNes requlrea plate lnspeodon per the
Tooth Could AAelhod when Ihla trees le chosen for
quality eseurence Inepedlon.
5) Beadng at Jo6+1(a) L H eoneldere parallel 10
grain value using A SVfPI 1 anDle to grein
lormul6. Building designer should verliY eepeelly
of bearing surface.
8) pravlde meohenkxi connecllon (by others) of
Ib~upNfl el jodk l !Pend 6~121~b lup fl ~In1 H ~g 672
7) This Inisa Is deelgned In accordance aAth the
2003 Mlemallonal Beading Code aedlon 2306.1
and referenced standard ANSII7P11.
LDAD CA9E(8)
Standard
PLA7E8 GRIP
MII20 197H44
4Velght:1351b {
s
+
e
Lao f~ ~t~ngxa~ a~t~ EEE ssn2LL Z58M ~~g s5~9zzssoz XV3 L£ Aso ens 9oisT~i~o
~ H03112-5 T01 I ROOF TRUSS 31 1
. - ~ .... I Jeb Refarenea (opBonap
Lt~j, i~o fALl.9, Ill B3aidi . .20 a O6 n ,Inc. ruo iip~ 11 a iD:3iFia aD 6~ ae~ea
- -8-0 10-0-0 20-0-0. _ __ .~_.._...3Q-D-0_-..,,~. 40 0 0 ~ 50-0-0 ~ 60-0-0 ~ 70-0-0 80-0.0 81.8-0
10-0-0 1-B-0
1-B-0 10-0-0 10-0-0 10.0-0 10-0-0 10-0-0 10-D-0 10-0-0 ,~,,,,,~,
a.uo~ff
~ 11-5-2 22-10-5 34-3-7 45-8-9 57-1-11 BB-B-14 80.0.0
11-5-2 11-5-2 11-5-2 11-5-2 11-5-2 11-6-2 11-5.2
LOADING (paf)
tCLL 38.0
TCDL 7.0
eCLi 0.0
BCDL 79
LUMBER
TOP CHDRD 2 X B DF SB
BOTCHORD 2XBOFSS
Wf"8S W12 X~4 SPF~B OF 1 BE t-
W12X 4 SPF 1880E 1,6E
subeR
Leff 2 X B DF SS 6-1-16,
Right Z X B bF SS 5.1-18
BRACING
TOP CHORD
SWolurel wood ehedhing dbedly epp8ed or 2 2-D
oc pwlina.
607 CHORD
Rl~~elling dhaclly epp8ed or 4.8-15 oe breeing.
1 Row et mldpt
ES, E-R, F-ft, G-O~ G-P. HA, 1.0,1-N
2 Rows el 118 pte
F-O. H-P
AEACTiONB pblslze)
B 4053/0-6-8
L s 4D63/0-5.8
Max Narz
g
= -212(Ioed Cella B)
Max Uplift
B = -1827poad case 3
j
L = -iB27(loed ceso 4
m
M~xMum preaslonlMexlmum 7enslon
Co
TOP CHORD
A~ ®-21/D
B.C = •968514296
C-D -g720/43D8
D-E a -967414828
E_F = -9147!4002
-7639/3361
H 2
64
A0
H~ s -0
71
9
i-J a .987414330
,f.K >: -972014309
BPACINO 2-0-D C~ DBEFL h (Icc)• Udefl L!d
Pleles Inoreeae 1.16 TC D.7e Vart(LL) -0.94 P x899 240
Umtber Increase 1.15 BC 098 Vert(TL) -1.53 P-D x828 180
Rep SVess Incr YE5 WB O.B9 Horz(7L) OA4 L Na n/e
Cods IBC2003RPI2002 (Ma1rIX)
TOP CHORD
4288
1
L-M 1D
= -2
BOT CHORD
B-S = 413719163
RS = ~98BIB090
Q-R 3
-
8
8
P-0 =
,
B3B5
7
1
O-P
N-O _ -3804/BOBO
L-N = -397419168
S
O.9 = -1981262
E-8 = ~3BI3B9
E-R ~ -1089/512
F-R 8
F-O ^ -
711/832
G.(~ a -1011/1884
G-P ~ -1011HBB4
F!-P ^ -17111832
H-0 e -8D7H4BD
to = -10891812
hN
^ .238!389
J-N - -1881252
NDTES
9) Unbalanced roof Nve loads have been
Considered fa tltls deatgn.
2) Wlnd: ASCE 7-98; 90mph; h=28N;
TCDL=4.2psf; BCDL~.2psA, Category N; Exp C;
enclosed; MWFRS gable and zone; pentNever IeN
Lumrb~er DOL=1.93~PIa~BrIP ~L~~99~oead;
3) WARNING: The unusueBy long span and/or
cord)ourolbn of Ihie Wee rsgdres That mdreme
care ba used In Bs apppucetbn. Use proper
Irensporla0on, unloadhB end eredlon methods.
Assure Ihal ell remdrad web Islarel bredng Is
etxnmuNeeled to the buliding rmnireCtor. Ensure
drat over-aN buildn9 bredng is designed by e
qquaNBed engineer, emhlled, or buNding designer.
4) 7Na /ruse hea bean deelgned far ad 0A paf
boNam dwM Iva lead noneoncurrent uvllh any
olhar Nve loads.
ono unarm
Ig
PLA'fF8 ORIp
MII20 1971144
MN20H 1481109
M111BH 1411138
Welghk 822 Ib
5} AU pletea ere MT20 pleles unlCSa olhatwtee
Indkeled.
8) This truss requires plate Inepecllon per the
Tooth Count Method when /his Uusa Is chosen far
quality aesurenoe inspeellon.
1) Provide medraNrsl connacdan (bY others) of
truss to bearing PMT cePeble of wldtstending
1827 Ib uplHl at Jdnt B end 1827 Ib upIIM el lolnl L
8) Thla truss Is designed In aocotdence wl the
2003 Intemedonel Bulidln®g Code secllon 23D8.1
and referenced standard ANBIITPt 1.
LOAD CABI'c(S)
•St~dard
s
FFF S5nNS ZS~ GALS B549ZZ580ti 7f~3 8E~60 Stls 50/Bt/i~0
goo ~ ~tin~t UALS ,
exuumm +anOMeao= 10HOW2a~ ~4s+ouiue= twtoualEOMm h1~Mnm=
uMOUalOM~ toitetaao.
aEtl<MAto%
803112x5 T01 A I ROOF TRUSS 115 1 1
i ~ _ ~ s ca o t~nel ,,
• ~ WEST O 9 , DAAb-FAt.LS, l 83 2 • ~ ~~ 8.200 e ~ 21 O5 ak I -files, k~c- ue Apr g g:25:1Ti 2005 Pegs 1 y
1
~ 5-7-12_ X71-3-8 __~ __ '21-3-8 31-3-8 _~ 41.3-8 _~~_.. 51-3-8 ~8'
5-7-12 5-7-12 10-0-0 10-0-0 10-0.0 1D-0-0 1-8-0
sw. • aaa.•
a.a M1pD11
AEal17 ~
as
l~
11-3-8 25-7.12 SSw-10 51-3-B
11-3-8 144-4 12-9-14 12-9-14
le ~ ate D:o -a' :d's-o opt
o B : •d-0 - •o a•a•B ,.1 ~~ L~°-nf __. ----_
LOADING(psf) _ _
SPACING - - 2-0-0 CSI
77
TC 0 DEFL
Veri U,) In (lot)
0.46 J-K f/defl
>999 Ud
240 PLATES GRIP
MII20 187M44
TCLL 95.0
TCDL 7
0 Plates Ineraaee 1.16
Lumber Increase 1.16 .
SC 0.74 ~ Ven~'iL) -0.82 J-K
1
H >751
l 100
rda
, 2
~
e 1
C ~
81 H°2(TL) 9
0' a
n yy~~t: 3601b
BCC. 7.0 31TPI 00
8C2D0
od (
~) Y
LWMBiER
TOP CHORp 2 X 6 DF ~ epOF 1.8E •Excepl"
T1 2 X 8 LSL Trues prede
T4 2 X 8 LSL TN95 Grade
BOt CHORD z X B DF 1600E 1.8E'Excepl"
812 X 8 LSL Truss Grade
WEBB ~ 2 X 4 SPF SWdI5td'Extapl'
W3 2 X 4 SPF 1860E 1.5E
W4 2 X 4 SPF 1850E 1.8E
SLIDER
l9eAwNG
TOP CHORD
&rudurel wood shesthing directly applied or 2-10-0
ao purlkts, excapl end verUcala.
[3OT CHORD
Rlgl~ Ying direcay eppUed or 5-11-e oo brecing•,
1 RDw al mldpl
[1,-I., D-K, E-K, A-M
2 Rows et 1/3 pts
0-L, 8-YA
REACTIONS phlsize)
M 280410-2-6
li 284a~~
Max Hors
ryi 421(laad case 8)
Max UpBR
M = -t120(load case 4)
H = -1233 load cane 4
FORCE8 (Ib)
Mefdmrm Comprasslon/Maximlxn Tension
TOP CHORD
A-g F 72165
H-C = -1927/956
C,p o -2D021938
D-E ' 410911997
Io-F +~ -636212643
FO ^ -56311287A
H-I ^ X310
A-M ^ -214191
130T CHORD
L-M K -244/1117
BOT CHORD
K-L = -121813290
J-K = -194114860
H,I = -234318299
8S
~
-L
B =, 782/1462
C-L = -273/400
D-1. 2o9onon
6K = -768!1307
E-K - -12861898
E-J ®4201819
FJ ^ -368!167
ti~-M -z496/11oe
NOTE8
1) Unbalanced roof Ilva loads haae bean
conalderod for Itde desl9rt.
2)1Mnd: A5CE 7A8; 90mph; h=251t;
TCDL^4.2psF, BCDW1.2psh Category II; Exp C
enclosed; MWFRB game end zone; caritkever left
and fight axpoaed ; porch left and right sxpaeed;
Lumber DOL^1.83 plate grip DOL=1.93, .
9) Thla Was hen Daen dealgned fora 10.0 psi
bollom chord Ave food nonconatrtanl wllh any
oUfer Ilva loads.
4) Thls bum requires plate Inspection par the
Tooth Count Melhod when this trots Is chosen to
que8ty assurenca Inspedlon.
5) Provide mechanical connection (by others) of
Irusa to beadng Plele at Joint(s) M.
6) Provide merhank:al connedlon (by othea) of
!runs ro bearing Plate capable of wlttudending
1120 Ib uplift el Joint M and t293 Ib uplift at JoMt
H.
7) Thb truss la dealgned In accedence with the
2003 IMernaUonal BuBdin9 Code secllon 2908.1
end referenced StendeM ANSUTPI 1. ,
•
LDAD CASE(S)
Sterrdard
,.,.,. r+a, ~~rntavsn7 ~tusi FFF SSl12IZ ZS~M ~IQS 65~9ZZ51i0Z X~'3 8£ ~ 60 ~ 50/(iT/~0
N ~ Tce assn= ~ wuao= sraMatar
a.a anon= aalo Muss=
. 1803112-5 T0) B ~ ROOF TRUSS 1 I 1 I Job Rohren_ee Idu
~ _.. ~_ .- -- 8Tb a~$'( 2005 MIl'e n ua e8, nc. 'fue ApE 9B 0: -Page 1
'j16AFfD FALL FA 8302
,1-~0=0 ~ zaao ~u-u-u -r~-~-., .-- - - .~ -- -- - ~ ~ I
10-0-0 10-o-0 1-s-o
1-8.0 10.0-0 10-0-0 911-0-0 10.0-0 10-0.0 • 10-0-0 a~f.,:,aa
3.eD(I3 Of10 M02a=
° eafouesm-
foafoMWO% ~-• aifO h9fi0::
L~~ I ~
R , N
8 a
.
e
ffifOM0a0~ ./
' I
a e ~ yyi a e B 0
~ ~ 5101
e
0 1 al01 ffia q
aia Mes l! ~ ~
° l
~' ~ z ~ a.~ aiol ~
~
+
^ ~ ~ aia nel
s"e Ie01 ~,4 Is01
ha aol Mo afA I I a
a
x...41- .
-
• r~
1 IZaI
aMntOll
e
I
11
}~
~
11
q
l .
a
sal Miltell
l
i0
o9a4 MI
1L1e McMN= affiA MII1011 ia9 Aae011 R ii
ffi~Ml
yfq MlMell ° p
s.a Mllml
ffi4 Ma2011
IOa~eM120=
0k1~M010:. 10110 MIIlOM= e"I MOYOII fe~tO MIMOs 10610 aa1i0c 70810 MIM0=
OW MIIi011
exl~NafOO Le M02011 fal Ntll1011
12AtN11i0:
•.--..~ I ffia Mai011 ~
Ba10M0aD:
~~~- e
8 a .? amwnoll
Iliel im1 NiE ~_~
srnMesoll M
1ffi10 MIIaD/
71N MIIi011
oaaMptoll
aw MIIl011
iN Me011
f
ffif/ MIOM~
ffi1a MIeO=
1b-0-0 ~ 20-0-0 , 28.8.4 , 40-0.0 54.3-2 87.1-9 80.0-0
I 10-0-0 10-0-0 8-8-4 11-5-12 143-2 12-10-T 12-10-7
LOADING (pef) SPAGaea
TCLL 36.0 Lumber Inerense
TCDL 7.0 glrees Incr
BCDL 7.0 Code 18C2003n'
LUMBER
TOP CHORD 2 X e DF 98
BOT CHORD 2 X 8 DF S8
~~ W2 2 X 4 3PF~B60F 1~-SE~-
W12 X 4 9PF 1650E 1,8E
W2 2 X 4 SPF 1850E t.6E
OTHERS 2 X 4 SPF Stud/8td
SLIDER
LeH 2 X 8 OF SB 6-t-16,
Rlghl2 X B DF SS 5-1-14
BRACING
70P CHORD
Shuciurel wood sheathfi0 dkedly applied or 2 2A
ac purilna.
BOT CHORD
Wgtdg Iling dlreclly opp8sd rn 4-8-10 oc breang.
t Row al midpl
2 Rows at 113 pis
F-P, H-P
REAC1'IDNS (Ib/6lze) 405310-B-B
~ aos3ro-B-B
L =
Max Herz e -212(107d C94e B)
Max Upnft
-1827(taed ease 9
9 = -1827(load case 4
L
FORCE9 (B)
Ma~dmum CompressloNMetdmum Tenelon
10P CHDRD
_.
9~-C = -9868!4292
C-0 ^ A89014908
D-E ~ --~ba~i9raeae
~ _ -676313~8E8
H-I
~-u-v
1.15
1.16
YES
PI2002
L In poc) Vdee L/d PLATE6 GRIP
CSI
tC 0.77 DEF
Vert(LL~ •0,98 P-O >BB8 240 MII20
M1120H 797/144
1451108
BC 0.9D
~ Verl(TL
(TL)
Hor- -1 b7 0-P
D.46 L >811
Na 180
n!e M1118H 1411188
yyg O,g7 - Welgtd:850 W
(MaMx)
TOP CHORD
h1 = -9889!4322
K-XL e -BT4p/4307
_ -8804/4284
BDT CHORD 21/0
6-S s -4136/9129
R-S
p~ ~ -398719103
~ s -3112176D9
O-P
N-0 - -3792x9086
EBS -897319189
b-9 •781263
O-R s -2200%3349
E-R s -15141764
F Q = -010/1062
pp _ -2028H027
~-p s -134412806
H.p -2026!1019
W-0 • .71311241
I-D ~ -1231/595
i.N ~ -2431379
J-N s -2081277
ND1ES
1) Unbalanced roof live loads have been
considered for Ihla deelgn.
2) Wind: ASCE 7-98; 90mph; h=25ft:
TCOL~.2psF, BCDL=4.2psP, Category II; Exp C;
sndoaed; MWFRS gable end zone; cenluevar lafl
and rlghl exposed ; porch ieft end rlphl exposed;
Lumber pOL^1.33 plate grip DOL=1.33.
3) Tn~ dealgned ~ wind loads b1 Ble plane eF
p1a Truss only. For dude exposed to wind (Hormel
to the iace), see MITek "Standard Gable End
Detall•
4) WARNING: The unusuely long span sndlor
conOgurellon of Ihls Iruas roqulree Ihet axlreme
care be used In Ile applica8on. Use proper
Ireneportallon, unloading end ereclton methods.
Aenure that all required web !stare! bredng Is
commuldceled to th®buGdlnO epnlraclor. Ensure
the! over-all bugding bredng a designed by a
SThlelnms has begs did g ed Ior~0.0 pal ~
bodom eho-d Ihre load non+wn~vrrenl wllh any
clher 11ve !Dade.
8) Aq Plales ere MT20 plates uNese °thenMlae
indicated.
7) AO plaid ere 9x8 M112D unless olhawise
Indiceled,
8) This truss requlree plate Mepeotlon par the
Tooth Count Method when Ihls (rues la chosen for
quallly asaurence McPec>lon.
9) oeble sluda sppseed e12-0-o ae.
9D) Prodde meahenlcel eonnactlan (by others) M
truss !o bearing ppl~le agPebte of wllhatarldblg
1821 Ib Oplft al)bMt B end 18271b upilft et JOlnt L.
1 t) Thle Truss b deelgned In accontanl;e wHh the
and3referenc dnslendeM ANS111"Pselion 2908.1
LOAD CASE(S)
5tanderd
•
oTOt~j ~ttnsx~t ~~¢e FF~ ssniLZ ss~M ~~~ ~ ss~szzs8oz xv~ ss~eo ins soisiivo
I AT7lC ~ 5 1 "
. ~ 803112-5 101 C _,~_• -.__L___~~ ~ n es, na; Tue Ap-~~19 2 e j"'
_ Jo-s a ai 6 ~
• BMC T IIDA , ID O L D B 02
51-1-12 51,3-8 61.1-13 _ _ ~•- -I-=1 -
. -B 0 8-11-15 ~ 98-10-3 ~_ 28-~ 2. ~',~0~ 40.0-0 .~r._. I 9 10-5 &10 0 5 8 -6-0
9-10.6 9-10.5 0-1-12 11 1-12 11-1-12 0-1-12 9.10-5 e„,..,,,,~,~
1-8-0 8-11-15 -
eeo ,e
I,
~~
8-11-15 18-10-3
28-10-4 ~ 35-1-12 51-1-12 15-1--r-ro ~-~-
3-0- , . - --
7 8-9-13 8-11-15
8-11-15 9-10-5 10-0-1 8-3-8 10-0-1
18-0-0
-.....,
.~
% - •4-8) .. .•-
_ •.. ...
.0.4" •uL ln.u~`U,~"~•ol' L•• ._ - "'.•.. ue, LM ew/W,O~Y
:0 . _ ~
% •3 .D , : ,
ate a :D•4 , , . •
[AA'D-0A.0-D-01 ,_
CSI
DEFL In Ooc) IIdeO Lld
d p~,A•rE3 GRIP
X120 1671144
SPACING
LOADING (peQ Pleies Increase ?rD•0
1.15 7C 0.79 0
Vert LL A-82 X-Z X880 2
VerI~TLj -0.96 X-Z' a444 180
TOLL 35'D Lumberlnerease
TCDL 7.O 1,15
YES BC 0.79
wB 0.99 Horz(TL) O.i2 O n/a nla Welghl: 694 Ib
pep Slrees Ina
BOLL 0.0 Coda 1RC20D31{•pl2DD2
BCOL 7.0 (Maldx) - -
6J Thle Wes requires plele brspodlon per the
nt MMhod when tWa !ores Is shaven fW
ih C
LUN~ER
TOP CHORD 2 X 8 OF 1800E 1,8E Max f3rav
R 4a66(load rasa 9) yy~
AB-AC ~ 774H74 ou
Too
QUaU1y aesurence Inepecllon. •
6) CeNing dead load (5.0 paf) on member(s). H,AC
BOT CHORD
6 X 17-718 LBLTruea Orade'ExcepN
1
O ~ 611 poed case 1)
, 357gpoad case 6) ~ AO = 77a117a
J•AD = •8581219 , AC•Ab, J-AD
7) BoDom dtord UvOload (aD.D psf)•and eddlUonal
.
B7 2 X 8 OF 8S, 83 1.5 X 9.5 L5L Tr,rss Orede W H•X a -780816 boDom chord dead load 110.0 psf) sppNed only to
y~3 2 X 4 SPF StudlBld "8,rt~pN
W5 2 X 4 SPF 1650E 1.6E
9E
SPF 1090E 1 FORCES lib)
Madmum Compr~elonlMaxVnum Tensbn J-U 740819
D•AA = -123x214
F-X = -2412N339 ~,, W.X. U•W
8) prp~®~shsM1teel comedion (by olheo) of
late oapebls of wUlubmding 938
i
.
WS 2 X 4
W0 2 X 4 SPF 7660E i.6E 70P CHORD -2~D
~ FZ =-6321966
14
1 ng p
totes to bear
~ uplUt M !Dint B, 869 Ib upUR el JaMLI R, 889 Ib
W
SLU)ER g~ F •5497/1788 2
D Z = -530
• 0/2D63 .
u pR al joint 0 end 635 0- upiUt el slot
wllh the
i
Left 2 X B DF 1 GOOF 1 J3E 4.8.2,
Right 2 x a SPF Studl9ld 4-7.8 ~ _ .S81y1802
, ~904-1461 K-U
K'S _~
~
2388 n a
g~Thh, ~e le designed
2003 InlemaUons) ResldenDel Code sso8ane.
~
E-F = -488111474 8
1
M-Q -
14001563 8502.11.1 and 8602.1 D.2 end referenced
BRACIRD F-f3 = -28961631 •
~
1-AC = 0!162 elandard ANSIrtPI 1.
70P CHORD
Sbuobtrel wpod sheaMing dheeUy applied or 2~-13 [
3
H m 98911955
a -22291412 f-AO = 01162
ec ppudlns. H
4
I,l = .22291a08 K-R = -37391388 LOAD CASE(S)
BOT ~HOR ~acUy epp9ad or 3-8-9 0o breoing.
RItlId K = •2892/495
•38612496 NOTES
7) ~nbalan~ed root Ova loads have been Standard
S
iWW@@Ro9wr9 at midpt
p-2, M-R, K-R
FX
J-U
H
X
O Lad
M•N = -38812282
= •57811201 sonsWered tar this deslpn.
2) Wind; ASCE 7-96; 90mph; h~t511;
C
'
E
I
,
.
•
.
,
ACrA
JDINTS N-O
O-p . -69811169
= .2010
;
xp
;
TCOL•4.2ppeG~ ~B_C~DL~4.2paf; CeleAory I
MVNFRS gable and tone; canlOaver left
d
l
1 Breca al Jt(S): AC, AD BOT CHORD ose
:
enc
and dghl exposed ;porch left end r1gh1 exposed;
pLACT10N8 (Ib/atre) B,AA
Z,Ap, a -179016002
_ -179015002 Lumbar DOL~1.33 Plata grip DOIF'1.33.
WARNING: The unusually bog open endlor
262810-5•B
R = 368010.8
6111D-5.8
O
Y'Z
X"Y
W
X _ -1395!4618
er -136814608
= ~~~ 3)
ds Ihel ptlreme
conBgureUon of ibis Iross requlr
sate be used In Re epplkalbn, Use proper
and eredlon malhods.
din
l
.
883410-5.8
~
W -
V.W ~
= -260@872 g
~
lrenaponallon. un
Assure Thal all reculretl web !elate! bredng Is
Mex ~~
= 215p~d cue 9)
9R
U
M T ~ _ -71619862
7191914 sommuNaled to the building wn-mder• Erreure
that over-ell building bredng k dealoned bye
ilding designer'.
b
ax
p
B = 938 osd rasa 3) g.T
R3 .
_ .718/913 u
qua6Ned engineer, aroNted, or
has bean designed for a 10.8 peF
We
Thi
R . ..886 load rase 6) .
= 5691oed case 3 4-R . -1088IS45 s
s
4)
bo6om chord IWe'load nnneoneurrenl wOh any
O
yy -636 load ease ~ O-Q
S , _10881548 other Ilve loads.
Bex f3rev a 2626(load oeee 1) H-AC = -Bb8/219 •
F 5~
L J
SSIl
li M OAIH B5it9ZZ5gOZ %t~3 B£ ~ BO ~!].L 9D%8i/60
Ti0 (~j 02il1S3L~ ON(H Et ,
<
.
era bnso=
10r,a Mareq M a ' ~- arlO Mllmc erlo eeu~a< _.._..-~-- - aomim.=
ero Nnm~ ero Mnmll eno M@a we= m,0 AA117e= 9AO Mi1td= ere Nllee=
are Ma7o; ert0 Mhos
603112-5 tT01F ~TRIPLEHOWE 11 ~ 1 IJobRerarenca(oo0onal) _ a
..~..__- •~. _ B. D s eb 2~2Q06 N9Tak Mdusiaea. Mla 'rue~5:22 Ztl• D5 Pepv ~
( D j~ e34 z-.
40-0-0 I_ 50-1-0 60-2-1 7D-3-1 -„~. BO-0-0 8•~-0
-1~0_ 9.8-15 19-9-15 _I 29-91-0 1 - ..__
1.6-0 9-8-15 10-1-0 10-1-0 10-1.0 10-1-0 10-1-0 10-1-0 9-8-15 1 *0„~~
smolt'! e.,e4w4o=
0
ealeuu4tr. edoeslm:•
~ ~ ~~
~a~ ~q ~•p Ta •• H
eats eHMA%
S
sae Mltae it
e
sae MIgY
,~ ed Nse -. I -
1
Oa9 Mllt4e
t1a+eMMex= 7 Oa4Mam11 9
eeaMnm- ,oa,OM11401t ,aataMlelC
Rata MI14N~ eaa Ml@011
aa4 MIIp011
Oat MIg011 a eHa MII4011 G ~4 M112011 P Ota A,IIe011
,adeMlgm ,~+ornatoo- tHi10ainnltell
aa1 MII1011 DM Mgmll saa MII2DII
3aa Mntell~ 7aaMllmll ale MU70
eaa MN1011
M,0 MN40- '
~ I f
Re MIgG> ,
r
b 0 1a YMllmli
IRtol .- 1~-~
3
~Nml tit 111011 ~ ~ ~ .,1~-• N M
~J
aa4 HNlmll L~aMlge t1a,e Mntelf=
O ea4 MNa011 N Dat4 NNas:
,Oa+O MIgO>a ,ea,0 MIg01b ea14 MNIO:--.
see Mn4HU
e
9-8-15 19-9-15 29-11-0 40-0-0 501-0 60-2-1 , _ 70-3-1 BO-0-0 1
9-8-15 10-1-D 10.1-0 10-1-0 10-1-0 10-1-0 ~ 10-1-0 9-8-15
SPACING 2-0-0
~ING (pso
i6
lrlaeese t
pl
t
t CSI
tC 0.66 DEFL In (loo) 14deB Uri
Veri~LL) -0.99 Q-R >969 240
1BD
' PLATES GRIP
MN20 1871144
MIIZOH 1481108
eo
e
Sg66
CL
TOOL 7.0 Lumber Incroese .
1.18 ~ ~ ~ L) -1.90 O-R >600
Ver17
Hoa(TL) 0.47 L nle nla MNtBH 141M3B
BCLL O.D
~
~
00
~ (MatdtQ I Wright: 806 ro -
(
~
3RPI2002
C2
IS
BCDL 7J) -
lIXN9ER
70P CHORD 2 X 8 DF S8 -ExcepN
TOP CHORD NO'IE8
1) Unbalanced root Ilve loode have been
considered for Ihla design.
~~ CASE(S)
Ti 2 X 8 LSL Truss Orede
T1 2 X 8 LSL Truss Grade B-C
C-D = -982614282
= -968114296
2 Wlnd: ASCE 7-98; ODmph; ha29R;
2Pef; BCDL-4.2pef; Category Il; Exp C;
TCbL=4 Standard
80T CHORD Z X B DF SS
WEBS 2 X 4 SPF 8tudlSld'EloepN
1
8E b-E
E-F
F-0 _ -96881418fl
° -8289136D6
= -8788/2961 .
enclosed; MWFRS 9abb end mna; oenl0evar kH
and right exposed ;porch tart and rlgM exposed:
L=1
93 '
.
W1 2 X 48PF 1860E
W2 2 X 4 SPF 1860E 1.6E
G-H
='8786/2951
~ .
.
Lumber DOlr1.38 plate grip DO
9) Truss designed for wind toads In the plane of
W2 2 X 4 SPF 1850E 1.5E H-i
1
J J80B
= -8Z8B/
_ -9 58 814 /98
the truss ONY• For sludH exposed to wind (normal
OTHERS 2 X 4 SPF 8ludi8td -
J-K = -986714297 to the fats). sae MITek "Standard Gable End
" !
BLIDER
Le112 X B OF 38 8-D-6, K L
L
M = -9825/4284
= -2110 081611
4) WARNING: Tha unusually long span andlor "
RIgh12X 8 OF SS 5.0.5 -
BOT CHORD ccrdigurottan of Ihla Iruee requkes Ural extreme
BRACING B T =111 28197 0 6 core be used In Its oppgoelion. Usv Proper
bansporl6lion, unloedU9 end erec0on methods.
TOP ~~
Stnldurol wood sheethtng dlraegy applied or2-0-16
S-T
~
= rL12819105
~
pseure that all required web lateral Staring le
communlceledto the building canUse{a. Er>sure "
oC putlihs.
BOT CHORD p-0 , -328
B07
_ -312417807 that over-ell butldMg bracing Is daslpned by e
archlleet, or bulltling designer.
~NUled engineer
Rlgld eelllnp dlrecgy applied or 2.2-0 oc breeing. t7•P = -3838/912A
1 ,
6) Thle INSe has beery designed fora 10.0 psf
WEBS NA
LL a ^398819
05
= -3988/9106 bottom choM uVe load nanconcurrenF with arty .
1 Row at midpt
F_R, O-O, F4P. D-9, J-0 ~S
'
891238 other live loads.
0) All plates ero M1'20 Pla-es unless ottle-wlae
2 Rows e! 1l3 p1s
I-P
H•0
F-O
lc-R O-T
p~ -
_ 2281377 Indiceled,
7) All pletae ere 3x8 MII20 unless o(hervAea '
,
,
,
REAC71bN9 (Ib/sise)
40531D•8.8 ~ _ -58411008
_ -134812818
. -594MOOfl indlceled•
8)TtdeWssrequlreeplelalnepeotbnperlhe
hen Ihls INSa to chosen for
lblh
d .
a
B
406310.8-e
H
M ~ = -,~, 81377
~ -0B~5 o
w
Tcolh Coum N
quality aasurenca hlapeeuon.
9) GabIB studs sppgoad al 2-0-0 oC. ~
ax
aR c -212(loed ease 9) D-B = -0271360
31862 10) Provide tnect,aNoal eonneo0on (bYy others) of
Max UPIB 4.
1827(loed oea6 3 E-R
F-Q r -189
° '204311047 trues to beetlep plate capable of wllhstonding
lMt al joMl B end 1827 Po uPINt at Joint L.
1b
~
p = -
= -1827(bad case 4 H.~ = 2040M047 1 B27
up
ln ecoordenoe with the
11) Thle Wes b dealgnad
L
' e ~83318~ g
~
renoed standard ANB RPl~lon 2306.1
f
FORCER (~)
Maximum Compresslon-Me,dmum Tension B
e
TOp CHDRD
-2110
A-8
'
zio~ ~~~ ~~g t-EF ssn2I,t Zs~h1 0148 6gfi9ZZ480i XH3 Ob=BO Blls soisiivo
~ 003112-5 ~ T01 G ATTI(:
__~. ~~_. ` I Job arenas o onal
... _...._.11 --~~b~e52 2005~T
d~l~e,~Ir~c. UT-aMrtg :28: Pagai
..g1~0 8-11.95 ~_ 18_ 10.3 ~ 28-8-B 26-x0-4
5-10-5 0-1-12 40-0-0 T., 51-1-12 51 8 81-1.13 1
11-1-12 11.1-12 0.1.12 9-10-5 71-0.~ 90-0-0 ~ 8 0 -
9-10-5 &11-15 1-&0
e.ee IY
i
~,
8-11-15
9.11-15
LOADING (Pa4
TOLL 36.0
TCDL 7.0
BOLL 0.0
BCDL 7A
9-10-5
SPACING 3-0-0
Plates Incroase 1.1b
Lumbar Imxeaee 1.1b
Rep Stress Incr NO
Code IRC2003/TPI2002
LUM®ER
TOP CHORD 2 X B DF 18001=1.6E
BOT CHORD
1.$ X 11 7/B LSL Trues fSede "Except'
812 X 9 DF SS, S31.B X 9.6 LSL Truss tirade
WEBS 2 X 4 SPF eWdlBld "Esoepl"
W6 2 X A SPF 1650E 1.5E
W62X4 SPF t860F 1.6E
WB 2 X 4 SPF 1860E 1.8E
SLIDER
Rlghl2 X 4SPF SludlSld 44-7-8
BRACING
tOp CHORD
5-8-9 m bredng
(Switched hom sheeted: 8paeing > 2-0-0). Exmpt:
B-0.0 oc brecing: B-I
7-g-Doc braeing: I.O
BOT CHORD
Rigid edling Rractly eppaed or 6-0-0 ec bradng.
1 Row el mldpt F-X
JOINTS
1 B-ece el Jt(s): I, AC, AD
REAt:TIONS (!blahs) 379210.3-e
B 5B21ftt-6-e
R 916/0.641
0 s 63D110-S-B
W
Max Hoe 323poad cote B)
Max UpOfl . -1407 load ease 3)
B = -1029~1oed toss B)
R = -883(load ease 3)
O ~962(load ass 6)
W
ConMUed on page 2
TC 0.83
BC 0.81
W9 0.65
(Meblx)
~~~
i1-1.12 81-1-13' 64-2-~ 71-0-1
18.0-0 10-0-1 3=0-7 B-9-13
DEFL In hoc) UdeA Lld
VOrt(TL) -0.71 X,Z 591 x80
Hoa(TL) 0.09 O nle nle
BaxUpflft = -1407(loadeese 9
;
R s -1029(load Caao 6
O = -853(loed ease 3)
yy b -982(loed ease B)
Max Crav = 37y2~ load case 1)
R p 6 e
j
b~
p = 1
Cas
I
jy 63B6(bed case A)
FORCffS
Meidmum (Ib)
CompresalanlMaxirnum Tenabn
70P CHORD
s -4110
B-C _ -a9aB12B79
C-D a -7968!2704
_ -795612178
r -792112211
-03471787
_ -09371832
tid = -3338/81 B .
IJ _ -334?1609
J-K s -43381!42
)(.L = -87813744
L.a~ e -Ba1/3394
M-N • _ -36411802
p}O @ -89711783
O~ _ -30/0 '
HORD
T
A ~a6B17SO4
z-Aa = -2esa/76Da
yy c -Zp9316924
X V ^ -2D791B909
w-x = -39a4ooe
VNV 8
U-V _ -390140
S T 01~j 02II10~2I 01Qg F t-r
10-0-1 B-~
BOT CHORD
T-U _ -107711373
B T -1078/1371
R.9 ^ -1 07 91137 0
O-R = -0889/818
O.O ~ -15991818
WEBS
H-AC
= AB613ZB
AB-AC -1161/281
Ag.Ap = -1181/281
J-AD = -988!328
H-X = -114x473
J-U = -111x479
D-AA 818
1
F-X 007
-
3
~ ~ -94811433
D-2 : 7981641
~
~~ _ --4231248
M-O _ -1301367
M-R = -21001875
I-AC 0!242
_
K R = -5808/663
NOTES
1) 2-ply tNes to be cdhnected together with
0.131"x3- NaOs es IaOowa:
Tap ehord9 connected ae rollowa: 2 X B - 2 rows
x10-g-0 oa
Bottom Chords connected ea follows: 2 X 8 - 2
rows a! 0.9.0 oc. 1 S X i 1.88 - 2 m+vs el 0-9-0 oc,
1.6 X 9b-2 rorYS at 0-9.0 oe.
Webs connected es foNowa: 2 X 4 -1 row x10.9.0
ae.
8-11-15
PLATES GRIP
MII20 187114A
~~
Welghl:1969 Ib
2 Al loads ag haled eerhont {F)Iloyr belt ®Fece
plea, exapl
In the LOAD CASE(S) aedion• PIyy to ply
connecllona have been mvided to dlelrlbute only
roads noted es (F)or (B~, unless olharwlae
indlcaled.
3) Unbelmroed roof Ovs loads have bean
considered for lhle design.
4) Wlnd: ASCE 7-98; BOmph; h=28I1;
TCDL~4.2paF, BCOLe4.2pat; Category Ii: F.rtp C;
sand od~rt ~exposagd . pobroh le<I end~igahl exposed:
Lumber DOL=1.33 plate gAp DOL=1.33.
r6.ro) M1gu~redo6of thleulnlsa roGUires Ihel ea~mrle
cars be used In Its epplballon. Use proper
trarroportellon, unbadNg and erection meawds.'
Assure Ihel all nsoulred Web lelorel brecing le
them over' eN bullding bredng ti deal, ~ r by e ~
quaOBed enginser, archltact, o- buOdMp designer.
6) This truss has beon designed for a 1D.0 pat
bokam chord Overload noneoncurrenl wllh any
oMerOveloeda.
7) Thle truss roqukea Plate Inapedlon Per the
Tooth Count Method when (his Inks R chosen for
quella(yy aeeurenee Ire eetlon.
B) Ce31ng dead bad ~5A psf) on member(s). H-AC
AC,Ab, J-AD
bottom cm79ord deed bs~d (10AD~ eppusd only loi
room. W-X, U-W
10) provide mechsnlal connection (by ethers) of
inert to bearing Iete Capable oP~dlhslanding
14071b uplMt el ~oIM 8, 1028 ib uplift elJokd R
863 tb uplNt el Jdnt O end 0B21b upafl al JNM W.
5SR2Li, ~58M aA(S Bg69Z2980Z XVS Tip=60 ~ 50/BT/irU~I
~Otfa Maa011 M i Y - .. MaMlr~ are Naaali '-"--'-'^
aNMarOG aa0r1ar2011 aNe MIMOYYae l0.loMaa6'+ aafo Mn9~ 9AaNna~ eta Aetffi>s axOSalloz
e[a MIyY p,Ha MI130=
03112-5 ~ T01 G ATTIC ...V Y I 1 II ~~ ldo~ aeferen~oe Io~~orroil 1 g ~i?5: os ape 3.
_,, ~__ . ~ 8.200 s- Fie X2006 MITek IntJUau~. uic• ae
BN~O FAL ~ O F`A2
M7~ ThISe Uuca ~ daslpned In aawrdancs udth the
20031111emetlonal Reelde~lllel Code aediena
gg42.11.1 and 12802.10.2 end referenced alandard
ApISUTPI 1.
12) Des}pn essumee 4e2 (Bat etlanl8tlon} purling at
oc 9padng Mdleeled, t®eFened to hue6 7C wl 2-10d
Walla.
I LOAD CASE(S)
SlandePd
e
1
•
f
9
9~ll19X~2I DA[8 FtF SSII2ls ZS8k1M ~14H 68fi9ZZ580Z R~tI Tfi~60 Ells 50/Bl;/i~0
~TOI~
503112-5 702 ROOF TRUSS c ~ nce ao„an
IL_~,_~_ I(~ fi 1
BMC WEST (LOAN FA , IOAHD F B94D~~ ^- i ~~~ ~~ s Fab ?1 006 Mien Induabiea, Mc. 1`ue Apr 7810.' '.Z5 ZoO~ 1
-~-s-o I_ _... s-o-o _ ~. ~o-o-o ~1-s_ o ~
-~- 1-&0
~-s-o s-o-o s-ao .a.,..,~,x
e.e Mnm=
c
,~ ~\
. /
% ~=~ \.
r~
/ ~
« ~ \
p.00 1e \\
/ WI
T7 T7
D
B „~
Hwt
.\
A '
F '
' Sae MIIYeII ~Ie WI6011
Ira Mlaell
s-o-o 1 o-ao ~
~ n n
,~~
yLOppINO(psQ BPACINO 2-0-0 C81
TC OAT DEFL In (lac) UdsA Ud
Varl(Ly -0.00 F >988 240 PLATlB GRIP
MII~ 1871744
TCLL 85.D
TCDL 7.0 Plates In,xease
Lumber Increase 1.15
1.15 9C 0.09
0 Verl('fl) -0.00 F >9>~ 180
D Ma Ne
00
Horz(TLj 0
0 PI~02
B
C ~6~C).
9 . Wal~u: 991b
BCDL 7. C20D31T
e 1
Cp _
LUN9ER 3) Thla was has been designed fora 10.0 psf
TOP CHORD 2 X B DF 9S bolrom eho-d live toed nonca,curront wllh any
9DT CHORD 2 X B DF S3
WE$S 2 X 4 SPF SludlStd alharlive bads.
4) Thle buss requires plats Inspadion per the
WEDGE o Tooth Count Malhod when lhla trues Is chosen for
Left: 2 X B OF 1800E 1.8E, quality assurance InapeWon.
a) 01
U
b
lh
RIghG 2 X 8 OF 1BODF 1,8E an (
y o
er
S) Provide maNgnb~l connac
ing 291
l
8
8 a
LiRAGINR l )ohrt p
upllfl e
nd 281
upl R at~ '
TOP CHORD B) Thls trues Is designed In aesordertee with the
8lruelumiwoed sheathing directly eppaad or 8-0-0 t
~O
3 In~aene
31iP~ 1 Ion 2808.1
l~ i dalN A
oe urllne e
d
r
N
BOT CHORD
Rigid eeWng directly applied or 10-0.0 ac brednp. LOAD CA88(S)
REACTIONS (Iblsae) Standard
9 - 629/0-fr9
D =
Max Hors
B = -141(load case 3)
Alec ~Pllf! a -291(bad case S)
•B
p = -281(load case 8)
FORCES (Ib)
Maximum ComprassloNMaxfm,un Tendon
TOP CHORD
A-B 0l4B
e-tr - ~lesnee
GD - ~IB9I1aB
D-E = 0149
907 CHORD
B.F = -1001287
D-F ^ -10012fi7
W6S5
GF - -84!177
NOTES
1) Unbelance4 roof INe loads have been coneldered
for thk design.
2) Wind: ASCE 7~9B; 9Dmph; h=26ft; TCDL-4.Zpsf;
BCOL~1,2peF, Category II: F-xp C; enclosed;
MWFRB gable end =oils; can0levsr latl and rlghl
oxposstl ; porch loll and nght axpoead; Wmbar
DOL^1,33 (dais grip DOLm1.93.
•
aTn ~ ~NftffXZ2I DIRE FFF SSR2T.L ~S~M ~Z4H 65i~9ZZ580Z X13 Tfi = 60 ~fl.L 50/BT/i+0
' ASPEN ENGINEERING, INC.
10265 N. DORIAN AVE.
r , ~ IDAHO FALLS, IDAHO 83401
PROJECT NAME:
PROJECT #:
CLIENT:
.. DATE:
CRITERION:
CODE:
ROOF LIVE LOAD
GROUND SNOW LOAD
ROOF DEAD LOAD
WIND LOAD
EXPOSURE
IMPORTANCE FACTOR
ASSUMED SOIL TYPE
SOIL BEARING CAP.
SEISMIC ZONE
SS
S1
Fa
Fv
Design Category
Importance Factor
FLOOR LIVE LOAD
FLOOR DEAD LOAD
DIMENSIONS
a
b
c
d
e
f
9
' PERIMETER FOOTINGS
CALC.LOAD
PORCH FOOTINGS
INTERIOR STRIP FTG
MAI N
STAIRS
Evans Beauty College
2005.024
Rick Evans
3/30/2005
2000 I BC
35 PSF
50 PSF
15 PSF
90 MPH
C
1.0
ML
1500 PSF
D1
0.606 g
0.193 g
1.31 g
2.03 g
D
1.0
40 PSF
12 PSF
80 FEET
130 FEET
25.313 FEET
36.98 FEET
17.71 FEET
38 FEET
28.66 FEET
61.88 FEET
16.00 INCHES WIDE
825.40 PSF
perimeter of bldg = 420
less than allowable... OK
36.00 INCHES SQUARE 1244.44 PSF OK
18.00 INCHES WIDE 579.46 PSF OK
48.00 INCHES WIDE 195.24 PSF OK
WALUROOF SHEETING 716" EXT. RATED SHEETING
NAILING SPACING
EDGE 6.00
FIELD 12.00
Aspen PROJECT : Evans Beauty College PAGE
En ineerin ~'nC~ CLIENT: RidcEvans DESIGN BY:
9 9 JOB NO.: 2005.024 DATE :3/30/2005 REVIEW BY : JRL
La~rai Force for One-Story Wall Based on IBC 2000
t
PUT DATA ~ _
.LL THICKNESS t = 5.5 in ~
RAPET HEIGHT ho = 0 ft to~~~
tLL HEIGHT h = 12 ft wz (prc/tt) Shear Moment
TAL WALL DENSITY p = 0.33 pcf
ISMIC PARAMETER S~ = 0.529 (IBCSec.tei5.1.3)
ISMIC DESIGN CATEGOR SDC = D
tPHRAGM FLEXIBLE? (0=no, 1=yes) 1 vas
'ORTANCE FACTOR Iw = 1 pecTab.lsoa.s)
SIC WIND SPEED V = 90 mph
POSURE CATEGORY (B, C, D) = C ""-
POGRAPHIC FACTOR K~ = 1 Flet, (ASCE Eq.6-1) w~ (pit/tQ Sneor Moment
:SIGN SUMMARY
[-of-plane force for wall design wt = 18.3 psf (Wind governs)
tof-plane force for parapet design wz = 18.3 psf (Wind governs)
t-0f{~lane force fw anchorage design F,,,a, _ <=Not required for no masonry or concrete wall
(The governing seismic forces have been reduced by 0.7 for ASD)
IND ANALYSIS
t-0f~lane wind force for wall design (ASCE 7-98, Eq.6-18)
Wl,wind -9h [(GCp)-(GCp;) =~0.00256KkKuKeYZIw~~~GCp~-~CJCr,~~ ° 16.3 psf
Where : Kn = 0.85 Ka = 0.85 GC, _ -7.40 GCp = -0.18
(ASCE Tab. 65) (ASCE Tab. 6-6) (ASCE Fg. 65A) (ASCE Tab. 6-7)
tof-plane wind force for parapet design (ASCE 7-98, Eq.6-18)
wz,w;..r=Rn~~GCp~-~GC'p~~=~0.00256KnKztKaYZIw~~~GCr~-~C'Cr;~~ = 18.3 psf
Where : Kt, = 0.85 Ka = 0.85 GC.a = -1.40 GCp = -0.18
(ASCE Tab. 65) (ASCE Tab. 65) (ASCE Fig. 65A) (ASCE Tab. 6-7)
tof-plane wind force for anchorage design
F~k,w;,,a= 2wt,w;,a+hpl 1+2h lwz.w;~a = 110 plf(Horizontal)
ISMIC ANALYSIS
of-plane seismic force for wall design (IBC 2000, Sec.1620. t.7)
wr,s~m,;~ = MAX ~0.4ZEStuW p ,O.1Wp) = o.o psf
Where : Wp = 02 psf . IE = 1.0
(IBC Sec.1621.1.6)
d-plane seismic forcerfor parapet design (IBC 2000, Sec. 1621.1.4) 1
-MINI MAXI 03SnsIPWp , 1.2apsnslpWpl 1.6SDSIpWpJ = 0.1 psf
wz,~z,„~,~ - l l J
Rp
Where: ap = 2.5 Ip = t.0 R, = 2.5
(IBC Tab.1621.2) (IBC Sec.1621.1.6) (IBC Tab.16212)
sane seismic force for anchorage design
For seismic design category A & B, both flezdble 8 rigid diaphragm (IBC 20((00, Sec.11l604.8.2 8 1620.1.7)
lh+hP~z lh+hPlz
F~n,sers,.,;~ =MAX 0.4,$'nsIEW p 2h ~ O.1Wp 2h 400SnsIs ~ Fa,m = 212 plf (Horizontaq
(Not applicable)
Where : F,,,Y, = 200 plf
(IBC Sec.1604.8.2)
For seismic design category C and above, fletdble diaphragm (IBC 2000, Sec.1604.8.2 ,1620.1.7, 81620.2.1)
(h+ )z (h+ `z
F~h,~;,,.,;~ =MAX 0.8SASIsW h p O.1W h p 400SgsIE F,am = 212 pM (Horizontap
p 2h p 2h (Applicable)
For seismic design category C and above, rigid diaphragm (IBC 2000, Sec.1604.8.2 ,1620.1.7, 81621.1.4)
( z
rr (( 1 th+h
F~n,~;sm,~ =MAX MINLMAX 103SnsI p , 1.201 pSDSI p 1 1.6SasIpJ W p 2h 400SasIe F~
ll Rp )
= 212 plf (Horizontal) (Not applicable)
Where: a, = 1.0
(IBC Tab.1621.2)
ArchWind 98 : Evans Beauty College
4
4E 3E
~~=
CASE A ~' ~ 1
IE
MAX AND MIN PRESSURE VALUES FOR EACH AREA:
LOW RISE STRUCTURE MAIN WIND RESISTING VALUES
PRESSURE VALUES FOR CASE A WIND DIRECTION:
(AREA 1) P = 10.51 psf, 4.93 psf
(AREA 2) P = -7.91 psf, -13.49 psf
{AREA 3) P =-4.23 psf, -9.81 psf
(AREA 4) P = -3.34 psf, -8.92 psf
(AREA lE) P = 14.47 psf, 8.88 psf
(AREA 2E) P = -13.80 psf, -19.39 psf
(AREA 3E) P = -7.29 psf, -12.87 psf
(AREA 4E) P = -6.32 psf, -11.91 psf
PRESSURE VALUES FOR CASE B WIND DIRECTION:
(AREA 1) P =-4.19 psf, -9.77 psf
(AREA 2) P = -7.91 psf, -13.49 psf
(AREA 3) P = -2.95 psf, -8.53 psf
(AREA 4) P =-4.19 psf, -9.77 psf
(AREA 5} P = 9.00 psf, 3.41 psf
(AREA 6) P = -1.71 psf, -7.29 psf
(AREA 1 E) P =-4.65 psf, -10.24 psf
(AREA 2E) P = -13.80 psf, -19.39 psf
(AREA 3E) P = -5.43 psf, -11.01 psf
(AREA 4E) P =-4.65 psf, -10.24 psf
(AREA SE) P = 12.25 psf, 6.67 psf
(AREA 6E) P = -3.88 psf, -9.46 psf
NOTES:
When combining values to obtain the worst case load on the frame.
the resultant pressure used must be greater than 10 psf. If not
use 10 psf.
The above pressure values include effects from internal pressure
4
~~.
2 \~ 4E 3E
~ 2E ~I
2
2E ~: ~ 6E
CASE B ~ '
\ ~ 1
5
' l~E
__~~ /
~~ ~~ a
~~~ Wind 1~
_• __
Wind ___\
MAX. COMBINED VALUES
FOR DESIGN
Overturning combinations do not include internal pre
Roof pressures do include internal pressure.
Total Combined Loads
Across Sides 1 and 4
Max P(CASE A} = 13.85 psf ~-
Max P(CASE B) = 10.00 psf
Total Combined Loads
Across Sides 1 E and 4E
Max P(CASE A) = 20.79 psf
Max P(CASE B) = 10.00 psf
Total Combined Loads
Across Sides 5 and 6
Max P(CASE B) = 10.70 psf
Total Combined Loads
Across Sides SE and 6E
Max P(CASE B) = 16.13 psf ~-
Roof Area 2 Max Values
There is no downward pressure
Uplift P = -13.49 psf
Roof Area 3 Max Values
There is no downward pressure
Uplift P = -10.00 psf
Roof Area 2E Max Values
There is no downward pressure
Uplift P = -19.39 psf
Roof Area 3E Max Values
There is no downward pressure
Uplift P = -12.$7 psf
Page 1 of 2
ArchWind 98 : Evans Beauty College
CONSTANTS:
Building Width = 80.00 ft
Building Length = 130.00 ft
Roof Mean Height = 18.00 ft
RoofAngle = 16.26 deg
Dimension a = 7.20 ft
EQUATION CONSTANTS:
Pressure based on ASCE 7-98 EQ.(6-16)
Low Rise Buildings, Main Structure
P=q(GCpf+GCpi) and P=q(GCpf-Gcpi)
Kz = 0.88 Vel. Pressure Coef.
Kzt = 1.00 Topographic Factor
Kd = 0.85 Wind Direction Factor
V = 90.00 mph
I = 1.00 Importance Factor
q = 15,51 psf Velocity Pressure
GCpi = 0.18(+-) Internal Pressure Coeff.
Exposure = C
Importance Cat. = 2
The following are Area external pressure coefs used:
GCpf Values:
(AREA ])Case A = 0.50
(AREA 2~ase A = -0.69
(AREA 3)Case A = -0.45
(AREA 4)Case A =-0.40
(AREA 1 E)Case A = 0.75
(AREA 2E)Case A = -1.07
(AREA 3E)Case A = -0.65
(AREA 4E)Case A = -0.59
(AREA ] )Case B = -0.45
(AREA 2Kase B = -0.69
(AREA 3)Case B = -0.37
(AREA 4Kase B = -0.45
(AREA 5)Case B = 0.40
(AREA 6)Case B = -0.29
(AREA 1 E)Case B = -0.48
(AREA 2E)Case B = -1.07
(AREA 3E)Case B = -0.53
(AREA 4E)Case B = -0.48
(AREA SE)Case B = 0.61
(AREA 6E)Case B = -0.43
Page 2 of 2
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Civil and Geotechnzcal Engineering
10265 N. Dorian Avenue Idaho Falls, Idaho 83401
Phone: (208) 542-1911 Fax: (208) 542-1922
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MCE Ground Motion -Conterminous 48 States
Zip Code - 83440 Central Latitude = 43.763462
Central Longitude = -111.609017
Period MCE Sa
(sec) (%g)
0.2 060.6 MCE Value of Ss, Site Class B
1.0 019.3 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 079.4 Sa = FaSs, Fa = 1.31
1.0 039.2 Sa = FvS 1, Fv = 2.03
Spectrum for Site Class D
Period MCE Sa
(sec) (%g)
0.000 031.8 T = 0.0, Sa = 0.4FaSs
0.099 079.4 T = To, Sa = FaSs
0.200 079.4 T = 0.2, Sa = FaSs
0.494 079.4 T = Ts, Sa = FaSs
0.500 078.5
0.600 065.4
0.700 056.1
0.800 049.1
0.900 043.6
1.000 039.2 T = 1.0, Sa = FvS1
1.100 035.7
1.200 032.7
1.300 030.2
1.400 028.0
1.500 026.2
1.600 024.5
1.700 023.1
1.800 021.8
1.900 020.7
2.000 019.6
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rr-aea,n®s.,s serial Nu~ine<~`~7003o`~,z~
User. 2 3/3,l2~511:07:4, AM
Window/Door Headers
2 Pcs of 1 3/4" x 9 1/4" 1.9E Microllam® LVL
' Page, Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member Slope: g1°IZ ~ slope3.SM2
All danensia~s are horizordaL
~ ,z
a s' ----V
LOADS:
Analysis is for a Header (Flush Beam} Member. Tributary Load Width: 40'
Primary Load Group -Snow (psf): 30.0 Live at 115 % duration, 15.0 Dead
SUPPORTS:
Product Diagram ~ Coreeeptual.
Input Bearing Vertical Reactions (Ibs) Detail Other
tMdth Length Live/DeadlUplifflfotal
1 Stud wall 3.50" 3.70" 3600 / 1902 / 0 / 5502 L1: Blocking 1 Ply 13/4" x 91/4" 1.9E Microllam LVL
2 Stud wall 3.50" 3.70" 3600 / 1902 / 0 / 5502 L1: Blocking 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL
-See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): L1: Blocking
-Bearing length requirement exceeds input at support(s) 1, 2.5upplemental hardware is required to satisfy bearing requirements.
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 5196 -3553 7074 Passed (50%) Rt. end Span 1 under Snow loading
Moment (Ft Lbs) 7361 7361 12884 Passed (57%) MID Span 1 under Snow loading
Live Load Defl {in) 0.082 0.283 Passed (L/834) MID Span 1 under Snow loading
' Total Load Defl (in} 0.125 0.378 Passed {U546) MID Span 1 under Snow loading
-Deflection Criteria: HIGH(LL:L/240,TL:U180).
-Bracing(Lu}: All compression edges (top and bottom) must be braced at 6' o1c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-Design assumes adequate continuous lateral support of the compression edge.
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ}. TJ warrants the sizing of its products by this software will
be accomplished in accordance with TJ product design criteria and code accepted design values. The spec product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate.
-Not alt products are readily available. Check with your supplier or TJ technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above.
-Note: See TJ SPECIFiER'S /BUILDER'S GUIDES for multiple ply connection.
PROJECT INFORMATION:
Evans Beauty College
OPERATOR INFORMATION:
Ryan Loftus
Aspen Engineering, Inc.
10265 N. Dorian Avenue
Idaho Falls, ID 83401
Phone:208-542-1911
Fax :208-542-1922
AEI@cableone.net
Copyright c? 2009 by Trus Joist, a Weyerhaeuser Business
Hicrollama~ is a registered trademark of Trus Joist.
~'~ ~~ Wall Studs
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rr-Be~s.~ss~~Numce~. o~a~o~"'~ 1 1/2" x 5 1/2" 1.6E Solid Sawt~ D
ouglas Flr #2 @ 16 olc
Pape ~ Engitr eOVers~'wr 1 1i~ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
' CONTROLS FOR THE APPLICATION AND LOADS LISTED
1 2
d ~y ~
Product diagram ~ C~ceptu~.
LOADS:
Analysis is for a Joist Member.
Primary Load Group -Residential -Living Areas (psf): 0.0 Live at 100 ~° duration, 1.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Uniform(psf) Wind(1.60) 18.3 0.0 0 To 12' Adds To
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/Uplift/Total
1 Stud wall 3.50" 3.50" 146 / 8 / 0 / 154 By Others None
2 Stud wall 3.50" 3.50" 146 18 ! 0 / 154 By Others None
-See TJ SPECIFIER'S !BUILDERS GUIDE for detail(s): By Others
DESIGN CONTROLS:
Maximum Design Control Control Location
Shear (Ibs) 149 -135 836 Passed (16%) Rt. end Span 1 under Wind loading
Vertigl Reaction (Ibs) 149 149 2231 Passed (7%) Bearing 2 under Wind loading
Moment (Ft-Lbs) 432 432 1318 Passed (33°~} MID Span 1 under Wind loading
Live Load Defl (in) 0.297 0.386 Passed (0468) MID Span 1 under Wind loading
Total Load Del] (in) 0.313 0.579 Passed (0444) MID Span 1 under Wind loading
-Deflection Criteria: Specified(LL:U360,TL:U240).
-Allowable moment was increased for repetitive member usage.
-8racing(Lu): Ail compression edges (top and bottom) must be braced at 6' 3" o% unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
-The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase.
PROJECT INFORMATION:
Evan's Beauty College
OPERATOR INFORMATION:
Ryan Loftus
Aspen Engineering, lnc.
10265 N. Dorian Avenue
Idaho Falls, ID 83401
Phone :208-542-1911
Fax :208-542-1922
AEI@cableone.net
'~ ~ Copyright c) 2004 by Trus Joist, a Weyerhaeuser Business