HomeMy WebLinkAboutMiscellaneous Plans 2004-12-28
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CITYOF SPRINGFIELD
Development Services Depilrtment
Building Safety Division
Residential Plan Review
JOB ADDRESS: .l.i)\~ \)..tbb\e fr
CITYJOB#:~5. 5 \5
OWNER: Hayden Homes .
PHONE: 228-1081
CONTRAcrOR: Owner
PHONE:
,
Items listed below (if any) and those marked in red directly on the approved permit
documents are incorporated into this project in addition to any requirements appearing on
the construction plans and the City standard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items". A Cvu""t'onding number is marked on your
plans for any items listed below where applicable.
All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code,
(1998 International One and :rwo Family Dwelling Code as amended by the State of
Oregon unless noted otherwise. . A..coPyof .this,..code !]l~y be obtained from the Building
. Tech Bookstore, Inc., 8020 S.W. Ci'rrusPr..Beaverton, Oregon 974008-5986
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Your signature on the Building P~~it'rs?iui~6',,~";ent that all items will be installed or
corrected, and that all work on this pt:~j'ecf:mnComplywith applicable codes.
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ISSUANCE OR GRANTING OF A PERMIT OR AFPROV AL OF PLANS,
SPECIFICATIONS AND OTIIER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR AFPROV AL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTIIER ORDINANCE OF THE CITY OF
SPRINGFIELD.
PLANS REVIEWED BY:
_Bob Barnhart_PHONE:_726-4652
1, Provide openable egress windows with a minimum net clear opening of 5,7 square
. fee~ (Grade floor egress window 5 square feet), LeaSt openable height 22"; least
openable width 20"; maximum sill height 44" above walking surface: . (R-310.2).
. 2.' SMOKE DETECTORS ARE REQUIRED in each sleeping room, and areas
providing access to sleeping rooms, and on each floor leVel. . (R-316.1).
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Erosion Control Conditions
Sediment and erosion control measures shall be in place and
functioning before clearing and grading begins.
Wet weather conditions are in effect October 1 through May 30 and may be extended as directed by the
Public Works Director or the Community Services Manager. Temporary erosion control facilities must be
designed for the 2-year, 24-hour storm event unless otherwise specified in the design conditions. When
developing sediment control practices, the following shall be considered: use of straw bale dikes, silt
fences, compost filter berms, earth dikes, brush barriers, drainage swales, check dams, subsurface
drains, pipe slope drains, rock outlet protection, sediment traps, and temporary or permanent
sedimentation basins.
1) Construction site entrances are egress points for vehicles onto paved roadways constructed as a
means to' prevent vehicles from tracking soil from the site. All projects shall have an open graded
gravel construction entrance not less than 20 feet long and 20 feet wide placed in a location in which
all vehicles can traverse the entrance to enter or exit the site. In most cases, the most economical
location for this entrance in directly behind the curb cut in the location of the future'driveway: The
owner shall maintain the graveled construction entrance as necessary to ensure it is functioning
property. Additional measures may be necessary to contain sediment from the entrance on site.
2) If sediment is tracked offsite, sediment shall, ona daily basis, be swept or shoveled from the paved
, surface. Sediment laden runoff from construction entrances shall be directed to sediment ponds or
traps on sites.
3) Under no conditions shall sediment from the construction site be intentionally washed into storm
sewers or drainage ways.
4) The APPUCANT/OWNER shall erect and maintain sediment barriers along the perimeter of alllow-points
of the site where sediment-laden waters are likely to pass. Examples of barriers are sediment fence,
compost filler benns, and open graded rock below in the sidewalk area below the curb grade.
5) The APPUCANT/OWNER shall be responsible to prevent any soil or materials from leaving the site. The
APPUCANT/OWNER shall anticipate the worst case weather conditions and place adequate erosion
control measures prior to an event. Failure to provide erosion control measures and prevent sediment
from entering the street, drainage system, and surrounding properties may result in a stop work order
and additional fines and penalties as well as liability for any cleanup or costs.
6) Temporary stockpiles shall be covered with plastic visqueen. The visqueen shall be anchored so that
it will not move under heavy wind conditions. Stockpiles that will remain in 'place for more than 2
months should be seeded and covered with an erosion control material that promotes vegetation.
7) Under no circumstances shall material be stockpiled, temporarily or otherwise in the public right of
way. All stockpiles shall be contained on the APPUCANT/OWNER'S property.
B) The City of Springfield or its agent may require modifications to the erosion control measures at any
time if the erosion control methods being utilized are ineffective in preventing the discharge of '
sediment to natural features (such as wetlands), surface waters, storm drainage systems, adjacent
properties, or natural features. If drainage problems to adjacent properties are caused by or as a
result of activity on this site then the APPLICANT/OWNER may be required piace additional storm
drainage measures to remedy the situation.
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EROSION CO~'TROL CVl -".'1..1 ;ONS
PAGE lOF 2'
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9) The following itel)'lS must be considered'when planning,for construction on a site
. Fit grading to the surrounding terrain
. 'Time grading operations to minimize soil disturbance
. Emphasize erosion control measures to stabirlze disturbed areas
. Retain existing vegetation wherever possible
. Direct runoff away from disturbed areas
. Minimize the length and steepness of slopes
. Use energy dissipation devices to reduce runoff velocities
. Install permanent storm drainage faCIlities as soon as possible
. Manage clean water to prevent it ftom coming into contact with exposed soli
10) All erosion and sediment control measures shall be inspected at least once every seven (7) calendar
days and within ,24hours,of any stOrm eva,nt by the APPUCANT/oWNER.
11) All erosion and sediment control measures shall be inspected daily by the APPUCANT/oWNER during
periods when storm water runoff occurs.
12) Storm water runoff discharges shall be visually monitored by the APPUCANT/OWNER at the above
frequency to evaluate the effectiveness of the erosion and sediment control measures. If sediment is
leaving the property, corrective action shall be taken immediately by the APPUCANT/oWNER to reduce
the discharge of sediments.
13) The APPUCANT/oWNER shall allow the City's representative, upon the presentation of credentials, to
enter upon the APPUCANT/oWNER'S premises to inspect at reasonable times any facilities, equipment
0ncluding monitoring and control equipment), practices, or operations regulated or required under this.
permit "
14) Erosion control on site shall be maintained by the APPUCANT/OWNER until either final occupancy is
granted by the City of Springfield Development Services Department or permanent vegetation is
, established, whichever occurs later.
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EROSION COl\"ffiOL CONDmONS
PAGE 2 oF!
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engineering
, K & A Engineering, Inc. ' '
P.O. Box 23624, Eugene,QR97402 ... '
" 521 Market St, Suite B, Eugeile,'OR 97402
(541) 684-9399 Voice
(541)684-9358 FAX
December 28, 2004
Hayden Enterprises, Inc.
2464 SW Glacier Place, Suite 10
Redmond, OR 9n56 ,
Project: 197.04
Subject Minimum required specifications for cripple wall construction
PURPOSE AND SCOPE
As requested, K & A Engineering, Inc. has made a limited evaluation of general cripple wall' framing practices
for new single-family residences, as per the State of Oregon One- and Two-Family Dwelling Code (2000
, edition). Our purpose was to research the minimum required cripple wall framing and sheathing requirements. '
INVESTIGATIONS AND RNDlNGS
Our understanding is that cripple walls constructed by Hayden Enterprises, shall be between the foundation and'
the first floor framing that consists of 2x6 studs spaced at 16-lnches on center and no more than 4-feet in
~~ ' "
We note that the building code2 specifies In section 403.1.5 that 'The wood sole plate at exterior walls on ,
monorrthic slabs and wood sill plate shall be anchored to the foundation with anchor bolls spaced a maximum 6 "
feet on center. Anchor bolls shall also be located a maximum of 12 inches from an exterior comers. Bolls shall
, be a minimum of 1h-lnch In diameter and shall extend a minimum of 7 Inches into masonry or concrete.' It
,continues by stating, 'Sills and sole plates shall be p.v~':'~d against decay and termites.'
We note that the building code2 specifies In section 602.9 that 'Foundation cripple walls shall be framed of
studs not less In size than the studding above;' Since the upper exterior wall framing consists of 2x6 members
the cripple walls below should also consist of 2x6 members. ' .
We note that the building codezspecifies in section 602.10.1 with recommended ;wood structural panel'
sheathing with a thickness not less than 5/16-inch for 16-inch stud spacing and not less than 318-inch for 24-
inch stud spacing.' Cripple wall wood structural panels shall be installed with 6dcommon nails at 6-inch '
, ,spacing at the edges and 12-inch spacing at intermediate supports.' '
c
1 This frari1ing Is called :cnb wan' on the plans. 'The term 'crlpple wall' Is used hereto be co..';";"..~ with loCal buDdlng
codes. ' ' ' ',,' ,','
2 State of Oregon One- and Two-Family ewemng, Code (2000 edition).
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Cripple Wall Requirements in the
Oregon 20030ne& Two Family Dwelling Code' '
Cripple wall bracing. Cripple walls with a s~ud height exceeding 14-inches'
supporting exterior or interior braced' wall lines shall be braced with an
amount and type of bracing as required for the wall above with the following
modifications for the cripple wall bracing:
a) The required amount of bracing as determined for the wall
above shall be increased by 15 percent.
b) The maximum wall panel spacing shall be decreased to 18 feet'
on center instead of 25 feet on center, as normally required.
Note: Cripple walls supporting three stories have additional requirements.
Stepped foundations. Where stepp'ed foundations occur the following'
requirements apply:
a) Where the height of a required braced, wall panel that extends
from the foundation to the floor above varies more than 4-feet,
the braced wall panel shall be constructed in accordance with:
Figure R602.11 .3
b) Where cripple walls occur between the top of the foundation'
and the lowest floor framing, the bracing requirements for an
additional story shall apply.
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WHERE FOOTING SECTION 'A'IS MORE THAN 8 FT.
...-5PUCELPROVIDE METAL TIE 16 GA. BY 1.5 BY 4 FT. MIN., EACH
II" SIDE OF SPUCE WI B-16d COMMON NAILS.
-- 2 FT. MIN. ---+ ;2' 2x PLATE '
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A ''""-4 ~ ...... 2x CRIPPLE
STUD WALL
2xSILLPLATE\ ~,
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CONCRETE _
STEPPED ~
FOOTING
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FOOTING SECTION 'A-
. Fo~ 51: 1 inch . 25.4 mm. 1 foot. 304.8 mm.. . . .
No..: wb= rooWig Section. A. b less lhan 8 reel long in a 2S r.....olallcngth wa11. provide bracing at cripple '!lId waiL ,
FIGURE R602.11.3 ,
STEPPEOFOUNDATlONCONSTRUCTlON
K & A Engineering, inc. '
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SUMMARY AND RECOMMENDATIONS
The following are our recommendations:
_ 2x6 vertical studs at 16-inches on center with a 2X6 pressure treated sill plate anchored with
minimum 1h-inch bolts at 6-feet on center, with one boll a minimum of 12-inches from each
, foundation comer. Ailchor boll embedded into the concrete foundation a minimum of 7 -inches.
,_ 7/16-inchAPA rated sheathing similar to sheathing on remainder of building.
_ Nail sheathing using Sd at 6-inches on center for all panel edges and 12-inches on center in the
field. Block and nail all panel edges.
Thank you for the opportunity to be of service. Please call if yilu have aily questions.
Sincerely,
Chuck Du Fault, E.I. T.
K & A Engineering, Inc.
Project 197.04
'Clieirt: Hayden Enterprises, Inc.
Page 2bf 2
, December 2S, 2004
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GENE STRINGFIELD B. M.
HAYDEN HOMES
THE ALDERWOOD
MARK
GLULAM BEAMS IN FLOOR SYSTEM'
o HAVE BEEN CONVERTED TO GANq,LAM LVL
o AS PER PLAN. NOT ON MA TERrAL LIST
0' AS PER PLAN. INCLUDED ON MATERIAL LIST
Louisiana~Pacific Corp.
lPI-Joists 1 Gang-lam lVlI Solid Start Rimboard
Distributed Bv~
14421 S,E, 98th Court P,O, Box 1750 Clackamas, Oregon 97015
(503) 742-86891 Fax (503) 657-1843
866-742-8689
This material take off Is for the louisiana-PacifIC CTR joists,LPI-Joists, Gang-Lam LVL, and Solid Start Rlrnboard
materials only. The contrador I builder J homeowner /archltectural designer or owner of the
plans must verity alllnfonnatlon on the 1..Jolst layout prior to construction. Arty changes needed will then be made
before any taming has occurred. Changes made to the house plans after construction framlng has begun may affect
the Holst layout, it Is the responslbl11ty of the contractor I bunder I homeowner I architectural designer or owner of the
plans to verify if the ch8nges affect the I.jolst layout Any damages, fees, or other services required to fix a problem .
related to these changes will fall under the responsibility of the contractor I builder I homeowner I architectural
designer or owner of the plans. A complete set of plans needs to be submitted for an accurate material tako-off.-
Thl.!l. i!'! I'll ml'ltp.ril'll tl'lkA.nff nnlv Tnl!'! Il'll/nut ha!'l nnt beAn I'AlllewM Of l":OmnltM bv an fm(llnF!p.f All beam sizes have
been sized by the Loulslana.Padflc Wood-E beam sizing program or by the design tables In the ~PI Joist User
Design Manual. Glulam beams have been lnciuded In this drawlng, without cost, and as a- courtesy to our custo~er.
The ArchItect I Designer f Engineer of record Is solely responsible for the original design callout!. neither
Louls!ana - Padnc nor International Wood Products, LLC. Are responsible for the design or accuracy of calculations
regarding the glulam beams shown on the layout
11/21/2003
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International wood products, llC
.
Main Level
Hayden Homes
THE ALDERWOOD
---------------------------MATERIALs LIST-----------------------------
FILENAME: MAIN 24X36.dwg
GENERATED: 11/21/2003
09:25:10
Designed By: NORM - IWP, LLC
--~----------------~-----~----I JOIST-------~-------------------------
I-JOIST LPI200 X 9 1/2" (26 stick(s) total)
(2/2) (19/27) (5/31)
Total Linear Footage = 672feet
----------~--------~----------HANGERS---------------------------------
HANGER Simpson ITT 9.5 (52 total)
------------------------------END LIST--------------------------------
*Multi-ply blocking quantity does not represent the total number of
p1ys.
**Mu1ti-p1y beam ply's are added to multi-ply quantity.
Note:
It is the Builders I Contractors responsibility to vedfy Joist lengths.
Blocking panels (if required) are to be cut by the Builder I Contractor;
Web stiffeners (if required) are to be cut and provided by the Builder I Contractor.
Additional non Louisiana-Pacific material may be required.
International Wood Products, LLC.
14421 S.E. 98th Court · P.O, Box 1750 .,Clackamas · Oregon. 97015
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HAYblEN HOMES
THE AlI!)E~WOOD
MAIN fI..OO~ LPI JOIST lAYOUT
~.:~:;;;'::":'::;"'GENE ,,"'"OF',", """'-'''' ""S"",
~~ "Wil!:.14:IJ.. Garage door heeder, non,portol ll'Ame, ,12-overllang l' roo' Irtb and gable end !IUS wP.lght
TJ_6.'S6o.1olN":':?7ri02002~g'~ 3 1/2", X 12'~Cfasslc Glulam'I'M, (24F- 1.8E Framing' OF) ,
UMr, 1 8r.J1l2OO<4 3:2f1:2S PM
FIIo" en.h.V."~n:1.1S," THI~ PRODUCT MEETS OR EXCl;::EDS THE SET DESIGN '
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Member atope: OIlZ Roof 910pltOfl2,
P.001~00:l, ,
All dlmen-'llns are hOrlzontllt.
1S"O'
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Product Dlagn.m ,e Conoeptual,
LOAOSi
Anoll"'IS Is for 0 Header (Fluah Beam) Member. Trlbulary Load Width: 2'
Prlmary Load Group. Snow (P!lf):25.0 live 01,,5 %dumtlon, 15,0 OoOd
Venltal Loado:
Typo , CI.o.
Tapered(plf) Floor(1.00), 0.0 To 0,0
TApered(plf) floor(I,OO) 0.0 To 0,0
Uvo
!load
7.0,0 To 60,0
50.0 To 20.0
L..ooatJon
AppllcaUon
IIdd. To
Adds To
Comment
o To 8' 10"
B' 1000To 18' 10'
SUPPORTS:
Input
Width
1 WOod. column 3.50"
2 Wood cohJrnn 3.50"
Beerlng
Length
1.60"
1,50"
Vertlcel Re""IIDn. (Ibol
UVelDoadIUptlflf1'ola1
4~1/631/0 1105~
421/635/0/1056
001:111 Olhor
By Othem None
By Olh81S None
.s.o TJ SPECIFIER'S I BUILDERS GUIDE for detollls): By Olhe",
DESIGN CONTROll!:
Maximum DGalan Control Control
Shear (Ills) .1036 .ala 6279
Mement (Ft.-Lb$) ~437 4437 19320
Live Load Dell (In) 0,092 0.550
Tolal Lead 0011 (In) 0,236 0,825
-Dellemlen Crllerta: MINIMUM(LL:l13BO.TL:U240).
-6racing(Lu): All eompr""slen edges (top Bnd bottom) must bo brAeed at ,4' 7" 010 unl.... dotalled olhorwl.e, Ptop4r .ttaohment ond poalllonlnOo/ Inle",1
'brnclng I. required te seh/ove member st.b1l1fy, ' ,
..Design aS9Umeo adequate oonUnUOUGl latetfll support or the compressIon edao.
Passed (15%)
P....d (23%1
P..sod (l.lllSS>)
P....d (UB31)
Locstlon
Rl .nd SpRn 1 under Snow loading
MID Span 1 under Snow loading
MID Span 1 under Snow loodlng
MID Spen 1 under Snow leedlng
ADDITIONAL NOTES,
-IMPORT ANTI Th. enslyol. pre.ented Is output from aollwore devalopod by Trus Joist (T J), T J warrants Ihe sizing of lis produOlll by this sollwore will be
Rccompllshod In accordance wllh T J product deelgn crl1el1a :mct eode Rce8pted deslQn VO!llu~. The speclflo product application, Input design loads, and
,slated d/m.Mlens hlMl been provkled by tho sonware lIller. TOI8 output hag not beM reviewed bya TJ ^"",eleh!,
-Nol all producm ere readily !IVGlIablA. CMck with your GuppllQr or T J tl\chnlcal reprccal'ltntw for product avallabDlty,
-;HIS ANALYSIS FOR mus JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIOS THIS ANALYSIS,
. ~Allo'vVZlble Slmfl(\ Det'lgn me.thodology W.l!lB U~ed tor Duildlng Coda use e.nl\lyz::lng the TJ D1G:trlbut1on product U5ted above.
-The enalysls prellent.d I. approp~alo for CIll8$IC Glulom'" boomobY Woyerhaeuser.
PflOJECT INFORMATION,
HAyden Homes
16' galclgG door heedp.r: parallcl
to SUlrnge truss layout.
,OPERATOR INFORMATION:
Troy lanCASter
Gene stringfield eubdlna MOlerlo' Co.
p,o, eO>( 2707 "
Eugsno, OR 97402
Phone: &41-889-8014
Fex : 541-6B9-ll266
g.bmctroy~qweot, net
-:;ppyrlqllt: 0 3110. t'Y fru:! Jo1ol::, Q ."Y"'.r"'''1l1.l1lAJ: fl,'ltln'loll'
.1~'~LWoI1~ 1.., " r...,.1."ll'lr'!ld tra~Q.r1f ot. T.rlll1 .'fo~"l:.
ClftClCllo Gl.ulnll" ~I\ /I tJ:cd~rli: lit W")'l\,t'tlltilll\lAiIIlX'.
, SlRUCTlJAAL
BUu:DINCl DESIClN . FIRE PROTEcnON,
CODE CONSULTANT. PlAN CHECXlNCl
CONSTRUcnON INSPEcnON '
CLIENT ,II/Q'i~ IIOMa
SHEET. NO / OF r:;
CAlCULATED BY n-o ' DATE ]/JO/O't
CHECKED BY DATE
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CALCULATIONS
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, Site and soil conditions not observed by
Mortier Engineering P.C. Allowable soil
bearing capacity ofl.OOo psfused.
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CALCULATED BY
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BUILDING DESIGN. FIRE PAOTEC'TlON
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CONSTRUcnONINSPECnON
CHECKED BY
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CODE CONSULTANT. PLAN CHECKING'
CONSTRUCTION INSPECTION
CHECKED BY
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BEAM PER PLANS~
DOUBLE TOP 'PLATE""""""'" I "'" l. II II
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, (1) 2x6 BLOCKING FLAT K
,w/(1) 35~_ LONG CS16 STRAP / - '
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NAIL WALL SHEATHING TO BLOCKING ' , , ~,
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SSTB16 ANCHOR
CONC. STEM WALL~" "~' f
" CO NT. FOOTINGJ , 24"MIN ' ,
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STllUC'TURAL
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COOE CONSULTANT. PLAN CHECKING i 6:3i<q
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1245 PEARL sf . EUGENE, OREGON 97401
TEL: (541) 484-9080
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CALCULATIONS
SHEET N....
OF
CAl.CUl.ATED BY
SlRUCTURAL
BUILDING DESIGN. FIRE PROTECTION
CODE CONSULTANT,. PIAN CHECKING
OONSmUCTlON INSPECTION
CHECKED BY
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1245 PEARL ST. . EUGENE, OREGON 97401
TEL: (541)484-9080
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"~",;;" 14;,4'3 FROM: GENE STRINGFIB-D'
l;"'lO"'T ,;fi'
TO: 8953461
541C689-8266
P.,001~004'
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.
~il..mt " , Garago door "...dor, non portlllhlme. 12" OYertlong l' rool inIl end gablo end tnJg weight
."15_~~gzg'- 31/2" X. 12" ClaSsIc Glulam1M (24F ..1.0E Framing OF) .. ,
. f &J1J2004":2fI!:2S Pfwt . .' , .
..! _~'.IS'" THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LO,ADSLlSTED
Mim"or IllOp.: 0112 Roof BlopoOII2,
illf
j, .~..
~~L "
." .,. ,-
'ProduCt Dlagra,q ", (>~nc.ptu"L
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All dlmon.lonl are bOrlzontal.,
, L2AQlt
At10iylllS 10 ,for Q, Header (FtlJ$h Be.m) Mamber. Tributary Load W1d11t 7
PrtmalY Load Group- Snow(psf}: 25.0 l/vB AI lIS ')I dUlllllol\ 15.0 Dood
Vlll11C8l Loads; ,
Type CI... Uvo
Tapered(plf) FloOrj1.00) 0.01"00.0
Topered(p1Q FIoO<11.00l 0.0 To 0.0 '
"'"
" "1
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, '
llo<ld ,
20.0 To 60.0
60.0 To 20.0
I..oo8tfon
OT08'10"
O'lO"To 18'10"
"",.
Applledon CDI1lmonl
1Idd. To'
Md. To
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"
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Input' BestIng VorIJcal RuctI"".(lbel Dabll, OlhOr
Wldlh Langm Ll'JelDaadl\Jpllfl1folal
1 ,WoOd oalumn g.6O" 1.50" 4~1I6311 0/1052
2,', Wood CO""" 3.50" 1.511' ,421/035/0/1056
.soo T J SPECIFIER'S / BUIlDERS GUI~ lor detal1(.~ By Others
(.~BIGN CONT,ROL!c!:
" ../' '.. , ' Maxbtium DOlIlgn, cOnllol Control \..OOJttlon
, 6h.ar(lbG) , "1038 '.810' eve ,PosSod (is%) , Rlend Spell 1 under Snow Ioadlng
Mamonl(f'l.Lbs} 4437 4437 19320 Passed (2m) MID Span 1 undar Snow Ioodlng
LIvo Load Deft (In) 0.092, ,0.550 P.ll88d (LIll99+) 'Mto Spartl under Snow lo.dlng
Tolal Locid Olin (iii) 0.238 0,825 Passed (UB31) MID Span 1,uryler SnoW laadlng
. . ",t
..o.nedlan CrIlene: MIN1MUM(lL:U360,TL:\J240}., , " .' , ' '
, ..Br.cilll(Lut. All oomprll88lan cd.aClll (lop end bO\Ioml nwst be brRQed BlI4' 7" 0/0 unIose delOned 01h0rwl... Pl'DP"r ellGohmeni and posl\lonlng cf lAlend '
1>mc/1lII/& required 10 Sc:l]lOVll mamber &1ablIIly. ..' , ,
, ..oesign a""umes nd.,q.,el. oonUnuOUllIQlOMlouppofl 01 the oompn!!l8lon cd.ae.
, ' AODlT10N(\LN.OTES: ",' " ", ' " , '
~MPORTANllTholl/Ullyal& pre$ented It outputf""" GOftVIaredewlop.dbyTNoJoIll\(TJ), TJwarrenle \h&.1zIng '!ljla produCl8 by INs sotIWorewDl b.
eccompll.l1edln aOOOllla_ wI1h T J produot deolgn crtIerf..nd code eOCGpl.d deallm valueo. The .pel'lno product appUcauon. Input dMign laado, and,
sIaled dime_ hllVD "e.n pri>vt:led by tile sortworo ....r. ,TrlI8 outpu\11a& not b.....'1'Il\'lewed by. TJ AssooIete.' ,
-Nol ell produCl8 am readUy'.wnabl.. cneck wflh your wppIlor.r T J I"""nlc:d r.pre...ntnlMl for product .vellobUay.
'. fHlS ANAL YBIS FOR lRUS JOIST PRODUCTS ONL Y1 PRODUCT GUSSTIlUl'ION yPlDS THIS ANAL yOlS.
, -AIIowsble GInlto Design molhedology Wl\O -.lIar Bu1ld1ng Codo use anelyzIng U'O T J D1Gtrtbu1lon praduc\ nsled aboVe,
.The onolyuf&'preOented Is approprtole lor CIBtlElIo Glulom'" 'ball/llll, byW.yerl1......r.
"'"
By Olhera None
By 0111.15 None
.
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-
, PROJECT INF'ORMATlOtj;,
HAyden Hames
16' g."'g. door heeder: parall.1
10 going. IN9s I.yout.
OPERATOR INI'ORMA"ON:
TroYLanCAlller
Gene StrIngfield Bulld1llll Maler,I.' Co.
, P.o.,BOl<2707
Eugilna, OR 9740;2
Phone: 641-8ll9.a014
Fax: 54\-!lIlll-ll2B6,
gob,"cuoy@qweal.net
,. ":,'},
r ,.
.1t..~..,..;.
ClClpyr1'1hC 0 zao. ~ fculll ,JoIDI:. .. ....yvl\I\III11AA.r.DlUiln""l
t..,...OnnIaC' '&'n A roO{ll,1l",",d tr.daUu'1r ot 'I,l:Il11 .:IGl.llt;.
Cll\DDLo alll1nA~ Lft ~ trad~rt at ~~h".~"~K:
,
3/1512005
JEFF HARRISON
EUGENE
HAYDEN HOMES
THE ALDERWOOD
GARAGE RIGHT
JEFF,
GLULAM BEAMS IN FLOOR SYSTEM
o HAVE BEEN CONVERTED TO GANG LAM LVL
o AS PER PLAN - NOT ON MATERIAL UST
o AS PER PLAN -INCLUDED ON MATERIAL LIST
,~
.
Loulslana-Paclfic COrp.
LPI-Jolsts / Gang-Lam L VL / Solid Start R1mboard
. ,Distributed Bv:
L.,,,,
14421 S.E. 98th Court P.O. Box 1750 Clackamas, OregOn 97015
(503) 742-6889/ Fax (503) 657-1843
866-742-6889
ThIs material take off Is for lhe LoulslanlH'BClflc CTR)ols1s. LPI-JoIsts. Gang-Lam LVL, and Solid Start RlmbOard
materials only. The _. .~......:-: I builder I homeowner I architectural designer or O'Nfler of the
plans must verify aU Infonnatlon on the l-jolst layout prior to consbuction. Any changes needed win then be made
before any famlng has occurred. Changes made to the house plans after construction framing has begun may affect
the l-jolst layout. It is the ....ponsIbillty of the ~.."._ , build...' he ' .. . I a_ deslgner or owner of the
plans to verify If the changes affect the Holst layout. Any damages, fees. or other services required to fix a pmblem
related to these changes will fall under the responsibility of the contractor I bu_". .. "Jll" architectural
designer or owner of the plans. A complete set of plans needs to be submItted for an 8CQJrate material take-Otf.
DD..1I.A.matM'lal tak9oOft' onlY. .IbIllPVOl.rl tu:'l!l not been ravlewfItI nr mmnllm bv JIIn ~ All beam sizes have'
been sized by the LouIsla~ecIflc WOCJd.E beem sizing program or by the design tables in the LPI Joist User
Oeslgn Manual, Gluiam beams have been Included in this dmwlng. without cost, end es a courtesy to our cu_.
The An:I1Itect I Designer' engineer of reconlls solely ....ponsIbIe for the original deslgn caJlouts. nel_
Loulslana . Paclfti: nor IntamaUonaI Wood Producle. LLC. Ne responsible for the design or lICCUlllcy of calculaUons
regarding the glulam beams shown on the layout
. ,-
,
Begin Layout "
@ 19,2" O.C, ;, )
- - -
I I I
-
I
-
I
- - - - - -
I I II I I
I I I
1 I' ,1'1
. . .
!, I 1 J,izJ. III! I
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:~=*=~==F=~==F=;=~=*=~==*=~==F=;==F=;=~=fi=~==F=;==F=;==F=
. . . . . . .... ........
. . . . . . .. . . '" ....
I I I I I 1'1 I I I II I I 1 I 1
IIIII ~ I I j@11 . III
. . . . . ... ,. .. '"
. . . . . '" .. . '"
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. . . . . ... .. . ...
I I. 1 I I I I 1 I 1 II 1 I I 1
::::: ::: @ :::: :::
! I I! ~ !=:!;=~=J.,=!+- ! I ! II I ! I I .;
0lU 'NAlJ. rt cmERS
J"
. '
HA YDEN HOMES
,THE ALDERWOOD
GARAGE RIGHT
MAIN FLOOR LPI JOIST LAYOUT
,I ~f\~W
Inremational woodp~, llC'
!\fain Level
Havden Homes
T~ ALDERWOOD
GARAGE RIGHT
------------c--------------MATERIALS LIST-----------------------------
FILENAME: MAIN.Garg.Rght. 11X17.dwg
,16: 14: 54
GENERATED: 03/14/2005
Designed By: AARRON PHILLIPS - IWP
------------------------------I,JOIST---------------------------------
I-JOIST LPI20W X 9 1/2" (27 stick(sl total)
(2/2) (25/28)"
~otal Linear Footage = 704feet
~-----------------------------HANGERS---------------------------------
,~
HANGER Simpson ITT 39.5 (4 total)
----------------.-------------END LIST----------~---------------------
>Multi-p1y blocking quantity does not represent the total number of
p1ys.
.>Mu1ti-p1y beam ply's are added to multi-ply quantity.
Note:
It Is the Builders I Contractors . ~r._siblUty to verify joist lengths.
Blocking panels (If required) are to be cut by the Builder I Contractor.
Web stiffeners (if required) are to be cut and provided by the Builder I Contractor.
Additional non Louisiana-Pacific material may be required.
International Wood Products, LLC.
14421 S.E. 98th Court · P.O. Box 1750. Clackamas · Oregon. 97015
(503) 650-9663 · (800) 875-9663 . FAX (503) 657-1843 ,
NOTE: 200t.1 AII:IGbII srr... 0aIgn LOAD TABLE
1.~~~~~~y NoTe: LOADS SHOWN ARE FOR INPUT lOAD CASE (1). OTHER LOAD CASES
lOADING. DEFLECTlON lURTATlONS. FRAMING ~~ ~1sN~~r~~~~OF~~CANm.evst)
MEniOOS, WINO AND SEISMIC BRACtNG, AND OTHER
LATERAL BRACING n1ATJSN-WAYS REOUIRED IS DISTRIBlJ'TION SOURCE TYPE TOP/SIDE 'LOAD
THE RESPONSl8lUTYOF THE PROJECT ENGINEER
OR ARCHITECT.
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABIlITY.
3.00 NOT CUT, NOTCH OR DRItl LPl FlANGES.
... SHIM AU. BEARINGS FOR FULl. CONTACT.
6. VERIFY DIMENSIONS BEFORE CUTTING 1PI TO SIZE.
8. THIS LPlIS TO BE USED AS A FlOOR JOIST ONLY.
7. PROVIDE COMPRESSION EDGE BRACING AT
3rO.C.ORLES5.
1Harlc&lg&Erec:tIan Msc:elIanoous aanObmLVlandCTR,lPIJoIst... '.o,dlb..
T.mponry"'~br8c:lngtorI'dclr'clClOlllllOl'llli n......oflNl~.,...b8l1p8dl1edbylhedellgnerof... . SupportIlIIlSc:onnecdonIfDrOq-UrnLYLIIldICTR, LPl....mbe
pknIb..,rorl1llllllngbil8nllfolQllhlllblicS.lgnedR ~IIIudl.n.ObtIIn"".--ymdt(J)lJlplllrltllIlPP"l'l"_ ~~ .
InItIlledbyDllwa. NcIID.-_tobe~tou. InItruc:tIanIflumlhedalgrwloflhlampleteltr\lCll.nlberlnUllnglhll 'Commonll8lbddv.nl*alllbGGlnellhlllblt-=-temk*nurnof4"b'10d
comporlIInIwdlftwlllllhehrr*lgntfastfRng.. cornpond. It'''clalgnalelllllltedabovedoell'lCll:rnMtb:ll~ rd3"farlld.
~.A1tlDllrM"""'"",,,,cs.lgnb.a code dollDC.....thltdelign. WhlnIhlldf8Wlngllalgned .Donotal,nolCh,drUlor.....G~LVLnCTR,LPl....IllCIpt___
. btlPPGedlOOlIamponerc. nf.......lheltr\lcU'illclellgn..apptOW'ldalt-.ln...dr8wIng 1n~l'IIlQrbIli'lVlnLPM1.....ofOano-LanLVl"'CTR.LPl..bllt:lC\OfCJa'y
IDalgnCrtl8ria _'===~~~~~~~~ ::"'~~~:::;"'-=::-~ardLP
n.dMIgn"'''*-'IIItpedt\Id_ln~ CDrltKtwlh__,",*be~a~byClOCte.CoranuouI a'ldlllr-.ror.partkUIJ....
canformly"blllatl'WlllcllaofN:lSlndAITC." 1Mnl~1I........(waI.noorbam,*-I.LPdoeInol:llfO\IlCiI
o.mUclcll6lcllorlk'duda~tar;mrtrcnep. DlHbNpec:tlon. TlllIdr-'rqll'Ullhwl ~~Ill'~'" . ACOPVot' THIS DRAWING IS TO BE! GMH TO THe WSTALLJNOCONTRACTOR
TOlIlUcl~1I "'mblt~lII~cIocurMIL
Hayden Homes - The AIdeIWOOd,Jl
N<l"rf; FOR DOUBlE LA
A. CONNECT DOUBlE LPI USING 2X8 + l5I8'" ass
FIlLERS FUll lENGTH OF JOIST. FOR JOISTS
THAT ARE TOP LOADED 0Nl y,FIllERS NEED ONLY
BE lOCATED AT EACH SUPPORT AND AT 8' ON
CENTER MAX. Rll.ERS MUST BE AT lEAST .'LONG.
TOP LOADS MUST BE APPUED TO BOTH hJO&STS.
B. PROVIDE .'lONG FILLERS AT AU.
CONCENTRATED LOADS. CENTER Fn..LER ON lOAD
C. FASTEN ALlERS THROUGH lPt WEBS WITH
2 ROWS Of 8d(2-1tr)NAD..SAT 1roc FROM
BOTH SIDES STAGGER ROWS AND CUNCH
WHERE POSSIBlE.
10. MAXlMUM S1DE-APPUED LOADS FOR STANDARD
I DURAT1ON: UNIFORM lOAD. 260 PLF,
, CONCENTRATED LOAD. 1000 LBS. LOADS CAN BE
DOUBLED FOR NAItS AT rr ce, TRIPlED FOR
NAILS AT.- OC, ETC:, AND MAY BE ADJUSTED
FOR OTHER LOAD DURATIONS.
E. FLOOR SHEATHING TO BE NAILED TO FLANGES OF
RI"ITlolI_lnlc:T'C::
SUPPORT RBAcTIONS (LaS).
CASB SHARING HUHBBR
123
1 U7 1456 437
2 101 336 101
3 49J 896 45
4 45 896 0193
HIN ~iARIHO SIZBS (IN~SX)
1-12 J- 8 1-12
MAXIKUJII DBFLBCTIONS
CALCt1LATBD ALLOIf1<BLB
LIVE LOAD 0.10- 0.35-
*DKAI) LOAD. 0.03-
TOTAL LOAD 0.11- 0,70.
Flle:J~Hl:JrMs\11il~
~
OR
INTERNATIONAL WOOO PROOUCTS. ltC
"'ilFORM
""IFORM
..... TO
FT-IN-SX FT-IN-ax
64 PLY 00-00-00 28-00-00
19 PLF 00-00-00 28-00-00
Z LPI ZOW D~ 111.500 ~
WEB I 0.375-
FLANGE 1.50 X 2.50
DESIGN' CONSISTS OF 2 - PLIBS
_-....._---. (RBFER TO lIOTBS) .
,_.1.
, ;
M51: 0.36
VSI: 0.29
40 PSF
12. PSF
.52 PSF
DESIGN CRITERIA
.ASTENBl>
LIVE LOAD
DBAD LOAD
TOTAL LOAD
, SPACING. _ 19.20
IN.
CIC
FLOOR LIVB
FLOOR DBAD
TOP
TOP
1.00
0.90
DBPLECTIOH CRITERIA
LIVB LOAD DEFL.
TOTAL LOAD DEFL.
L / 480
L / 240
WARNING NOTES:
THIS COMPONENT DESIGN IS SPECIFICALLY FOR l.p ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG-LAM lVL OR 1PI JO&ST8IS
STRICTLY.. ...... ........ ~.ItMY MODIRCAnoH OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
LOAD SHARING.
7 .
MINIMUM BEARING SIZES ARE SUFACIENT TO PREVENT CRUSHING OFTHE LA
JOIST AS DESIGNED. rr IS THE RESPONSlBlUTY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABlE OF SUPPORllNG THE REACTIONS.
ANCHOR LA JOIST SECURElY TO BEARINGS OR HANGERS.
COOS COMPLIANCBS
REPORT .
ESR-lJOS
20040S-W
12724-R
ICC-BS
WISCONSIN
CCMC
IDBP"LKCT.ION ABSlD1BS COMPOSITE
ACTION WITH GWED AND
RAILED 23/32- APA RATBD
SHEATHING 148/24 SPAN RATING)
1
"5001r~'500
CROSS SRC'TION
~
~
-
.
J-
14- 0- 0 14- 0- 0 .
28- 0-.0
- THIS DRAWING IS NOT TO SCALE-
'~
50ftwam Provided By.
LP Engl_ Wood Products
2708 HIghway 421 North
WlImngton, NC 28401
Local G10.762,g878
National Wats BOO.GGG.G105
."....
leBO
LP".~tn$nilrlloI
DWG #
SHEET #
.".~
Hayden Homes - The A1de1wood,J2
NOTE: 2OOl,1 AbrabIe ~ o.q.
1. 1lflS COMPONENT IS DESIGNED TO SUPPORT ONLY
ll-lE VERTICAL LOADS SHOWN VERlFlCAllON Of NOTE: LOADS SHOWN ARE FOR INPUT lOAD CASE {t}. OTHER LOAD CASES
lOADlNG.DEFlECTIONut.GTATJONS.AW.4lNG ~~~c:g~~~~OF~~agt~)
METHODS, WJND AND SEISMIC BRAClNG. AND OTHER
LATERALBRAClNGlliATlSAlWAYSREOUlREDlS DISTRIBUTION SOURCE TYPB TOP/SlOB LOAD
THE RESPONSI8IUTY OF THE PROJECT ENGINEER
OR ARCHITECT,
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STA8ll.ITY.
3. DO NOT CUT. NOTCH OR DRlLllPl FlANGES.
... SHlMALL BEARINGS FOR FUll CONTACT.
5. VERIFY DIMENSIONS BEFORE CUTTlNG LPI TO SIZE.
8. THIS LPIIS TO BE USED ASA FLOOR .KXST ONLY.
7. PROVIOE COMPRESSION EDGE BRACING AT
25" D.C. OR LESS.
SUPPORT REACTIONS (LBS) I
CASK BEARING NUHBBR
1 , 3
1 437 1456 437
2 101 336 101
3 UJ 896 4S
.. 45 896 493
MIN .BKARIHG snss U9-SXI
1':12 J- 8 1-12
MAXIMUM DBFLECTIONS
CALCt1LATBD ALLOWABLB
LIVE LOAD 0.19. 0.35.
*DEAD LOAD. 0.05-
TOTAL LOAD 0.23- 0.70.
OR
, INTERNATIONAL WOOO PROOUCTS, LLC
lOADTABlC
UNIFORM
UJlIFORM
PROM TO
FT-IN-ax VT-IH-SX
64 PLP 00-00-00 28-00-00
19 PLY 00-00-00 28-00-00
r' LPI ZOW DEPni 0.500-
"WEB, 0.375.
FLANGE 1.50 X 2.50
LOAD
LDP
FLOOR LIVB
FLOOR ORAD
TOP
TOP
1.00
0.90
-'
-
Handling & EmclIon . f.bceIIaneous Infonnatlon ~m LVl8nd em LPI JOIst Specificallona
TIfrlI)OfJry...~bradngrorholdlngCCll'l'lPCllWll nw....oI...c:ornponertlhlll~tpIIdn.lbr...o.lgrwoflhll .~ad~foro.ro-umL"""'nCTR,LPlJoiltltobe
pIumb_for~.....rorc.""blIdeIlgned_ ~~0tuln"''''-.yaxs.~1IppIOV''1nC ~~ .
lnIlalledbyoa... No.....tobll...,to.... lnIlrul:IIcQ;fn:m....cIaignIJa<<..~lItNCturwblluN~1tD .COmrnonnllbl~pnllIIltoglul...lhIllbllll**l.mHmumot...b1Od
lZlIIIpOIIeIII\DlI........rr.nngIlld~_ UlIIlpIIrB'l. If_dalgn~''''lIbovedoelnollTllllltlDcllltullllng IIIdTlarlld.
lIImpleled.Al.n:ltknelhlllt.dagr-.cr-dalgnbD tXldII ,.. ,donolwellQdalgn. WhlnltDdrallrCIlllIOr*l .Donola-.notch,clIUlor_G8r9UmLVLIlldCTR.LPtJoiltl~a__
be~tothecomponeR. 1IId..-.d....llrucbnldalgnll~ all'll:MnlnaaclrawlrO lnpdahlld~ fnIlnLP~loUoIG8r9UmLVLIlldCTR. LPl JoI:ItIcantnry
n-'-......-.. '*-dondlltalW\'lded~h~. G8r9UmLVLIlldCTR,lPI IDh....llllb!tI~~.,.....-..yothproducl..,LP
""-lI"............. ......rnD'lllhMCllnbera.....deftldUlld<<Ioad.WDOdlndlr8d; dlkDIms"impIId___lr'dudk'oh~-"'ot...a.tablllty
TheOl:llgnn"*""'lP"dlled_klMDlSanlial DDnI8ct..etb__.....bllplOt8l:lld_requhdby~.ecnn..- nac.-b'.~_
lXdxmIy..etbhlllat......wor.otflOSnArTC.. ~ 1qlpOIt.......('wtII. ftoorbam,fItC.). LPdoeInoIptMdI
DNd "-l dolIIdlon Inc:UleI ~ fadDrlorcnep. orHb ~ TNI cbolIng nul ,.,.IftAtd1lllc:Ror~.... . A COPY OF TMlS DRAWN31S 10 SE GIVEN 10 THE 1NSTAlJ..JNG CONTRACTOR
TotIl"-llWllcllonlllr1sllwaNauL "'lDbllCIClllIldiINdIft~~
.Ie:J:'oH;p":':..,'
, ...
WARNlNG NOTES:
THIS COMPONENT DESIGN IS SPECIRCAU.Y FOR L~ EN~NEERED WOOD PRODUCTS.
use OF THIS DESIGN FOR ANYTHING OTHER THAN GAHGoLAM LVl OR LA JOIST81S
STRJCTL Y PROHIBITED. ANY MODIFlCATlON OF THIS DOCUMENT REQUIRES REVlEW
BY A DESIGN PROFESSIONAL.
M1NlMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSlBlUTY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
is CAPABLE OF SUPPORTING THE REACTlONS.
ANCHOR LPI JOtST SECURELY TO BEARINGS OR HANGERS.
1
'.500 i
ja,.SOD
.
CROSS SECTION
14- 0- 0 14- 0- 0
28- 0- 0
- THIS DRAWIHQ 18 NOT TO SCALe-
lpll.~lI'mImIrtlol'l-"" ~...Corp:lnIlon.
DESIGN CRITKRIA
LIVE LOAD
DE1.D LOAD
TOTAL LOAD
lBPACING ~ 19.20 IN.
DEFLECTION CRITERIA
LIVE LOAD DEFL.
TOTAL LOAD DEn I
LOAD SHARING.
CODB COHPLIANCBS .
RBPORT .
BSR':130S
20040S-W
12724-R
ICC-BS
WISCONSIN
CCMC
. MSI: o.n
VSI: 0.59
40 PSF
12 PSF
52 PSF
CIC
L I 480
L I 240
7 .
DBFLECTION ABSUMKS COMPOS~
ACTION WITH GWBD AND
NAILED 23/32- APA RATKD
SHBATHIHO 148/24 SPAN RATING)
Software Provided By.
LP Engineered Wood Products
2708 Highway-421 North'
W~NC2fI.401
Local 910.762.9878
National Wats BOO.lXl9.0105
OWG #
SHEET #
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. . ;:!: .;!: - ~
,< 20'0"0 - ,- 8'0"0 - ,- '12'0"0 '",
'.".
Approval, of.Shop ~ !'leans the Configuration; bearing locatio~ and,
, d~ cnlerta have been reviewed and approved. As CantraCtoryou must
verity and l!Pprove all dimensions and truss counts on the Layout ' '
Trusses will be manufactured as ".....u .ed, ' ,
.,:.. ','
!::
c::
,
c::
&
..
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NOTE:
Composition Roof
Pitch: TC: 6112
Overhang: I' 0"
~ Vaulted Area
~ Pitch: 3/12
D__
O~';""'.1OIoIIl
0._........._
D::i:-
,0_........_
.I("'M_- I"':""'" HaydenEnlaprises
/~ :-.::.':'" 13"8'4'8 Htlllvbum: Albanv Lot 41
theTRUSSCO. inc.I"""" A~Bam.::I..ft
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B'I I i
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BDJ1tf1l,(, '" 7t'~!. : ~bnL
.v~ - ~:e.
r: 12'0"0 .,' 8'0'0 :,:- 20'0.0 -:1
. . .....
Approval of Shop Drawings means the CDllfigw:ation, bearing locations and
deSign criteria have been reviewed and approved: As Contractor you must '
verily and.ll!lProve all dimensions and truss counts on the Layout
Trusses wilI6e m~nnF..ctured as approved.
-
"
!:"
NOTE:
Composition Roof
Pitch: TC: 6/12
Overhang: I' 0"
~VaultedArea
~ Pitch: 3/12
0__
0__
0_
Dr.V--
0.........._
-- ,
/'-....... HaydmEnletpriscs J
/,- rzr-;. .....OUMQ ~ ,
" 1.1', ..',..... " 90S Ill. Str<et. Creswell Lot 36 i
th~1RUSSco. inc.r:: AJdawnod Ii oara.e Rh.!>, J
I 1!aB''''' DAlE:lnMMlJ'
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"-.~\
j
SEP 01 2004 4:15PM
HP LASERJET 3200
p.2
IJO 0 'IrU5~ 'Iru~~ .ype
ALOERW-l A RQOF TRUSS,
.
....l.ne I russ \"'0., uumner VU\, ,cug~n~ Ur\.
..<>y 'I""IY nayoen }\Icerwouo \UUVUU1.:1..:>> ,.
" 1 1
Job Rererence \Oe!lonall
o.uw s reo I) ~w~ lvlll eK .n::Jusmes, me. mi Mar ~I U~:"O.4~ ""uv-? t-'age 1
J
.1-0-0
'1.0-0'
1400-0
1400-0
28-0-0
1+0-0
1~
1-1).0
'Sad~. = 1:50.6
3x5=
12
1~1:J ."
10 .....'?r- ......l-~ ,,,
8 ~j;/ """$-"- 15
8.00fTZ' /~. '.........."" 11
I~~ , '~~
~-;::::, lI' S' 0 S' 1 ].:~~_ 17 I.
~ _ ,jf.::;::'-" !" III S'2'---"'::::
~["" . ! 1 i ! II ',' , S', S'. 'J...~- 20 '
~/ ll. ' 'S', ---.:.'~
3 ...."lJ . S.6 ~ 21
~, , ' S]'
, " 'ff' S ..............
.....<:.:./. . . . -....:: -..:Z2 .
1., ~(;/ ~,~ '-a-~-.,:p.-'-J :; '[ '3'u~,;-6 ~ ,'" , "~<2:J:i
J' (;:'~iii1Il'''')tl\!~'''''''__~_'''''''l'..~"..g.............iI!i>....~~~~ ":)0
3x5 = 42. 4' 40 39 J8 37 36 3:i 34 33 32 31 30 29 28 27 26 26 24 3x5 =
3x5 =
,-
28-0-0
28-0-0
LOADING (psI)
TCLL 15.0
TCDL 6.0
BCLL 0.0
BCDL 7,0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress fIlcr NO
,~'Code UBC97/ANSI95
CSI
TC 0,09
Be 0.05
we 0,06
(Matrix)
DEFL in (lac) Vdefl
Vert(LLl nlo - nla
Vert(TL 0.00 23 ~999
, Horz(TL) 0.00 22 nla
1st LC LL Min I/defl = 360
BRACING
TOP CHORD
BOT CHORD
PLATES
MIl20
GRIP
1651148
Weight 152 1b
I lIMBER
'.") ., CHORD 2 X 4 HF No.2
, r CHORD 2 X 4 HF NO.2
, OTHERS 2 X 4 HF Stud
, .
Sheathed ,.::: "r- ,
Rigid ceiling directly, appDed or 10-,0-0 oc bracing.
REACTIONS (Ib/size) 2=176/26-0'0,42=199/28-0-0,41=74/28-0-0.40=114/28-0-0, 39=105l28-D-D,
36=107/28-D-D. 37al07/28-O-D. 39=107/28-0-0, 35=107/28-0-0, 34=100126-0-0,
33=100128-0-0,32=108128-0-0.31=104/28-0-0, 29=104/28-0-0. 28=10712B-O-O,
27al05l28-0-0, 26a,114I2B-O-O. 25a74/28-0-0, 24=189128-0-0, 22=176/28-D-D
Max Horz2=96(load case 4), .,'
Max Uplift41~(load case 4), 25=-4{load case 3) , ,,'
Max Grav2=176C1oed case 1), 42=189(load casa 6), 41=74(load case 6), 40=114C1oad case 1),
39=105 load ease 1 . 36=107(load case Ii), 37=107110ao case Il' 36=107 load caoa I!.
35=110 load case 6, 34=100(10ad c.se 1), 33=100 loae case 1 ,32=110 load case 7 ,
, 31=104 load case 1 ;29=104(load cese I), 28=107 load casa 7), 27=105 load case 1 ,
26=114 load case 1, 25=74(load case 7), 24=IB9(load case 7), 22=176("ad case 1)
FORCES (Ib) - FiISt Laad,Case Only ,.' ,
'fOP CHORD 1-2=28, 2-3=2B, 3-4=-42,4-5=-32. 5-6=-33. 6.7~33. 7~=-33, 8"'~33, 9-10~33, 10-11~34,
' 11-12~30, 12-13=-30,1;>-14~34, 14-15~33,15-1E!=-33, 16-17=-33, 17-18=-33.1e-19~33,
19-20~32, 20-21=-42. 21-22=-55. 22-23=28 ,
BOT CHORD 2-42=0,41-42=0,40-41=0,39-40=0.38-39=0,37-36=0.36-37=0.35-35=0, 34-35=0, 33-34=0.
32-33=0,31-32=0,30-31=0,29-30=12.26-29=12,27-26=12. 26-27=12, 25-26=12, 24-25=12.
22-24=12
WEBS 3-42~149, 4-41=4'l5, 5-40=-92, 6-39~87, 7-36=-88. 8-37=-86. 9-36=-86. 10-35=-89, 1'-34~61.
13-33~61. 14-32~69, 15-31=~8.1e-29=-88, 17-28~B8; 18-27=-87, 19-26=-92. 20-25=-85,
2,-24=-149
NOTES "
1) Unbalanced roolllve loads have been considered for this design. ,
2) Truss desi~ned lor wind loads in the plane orthelru.,' only. For studs exposed to wind (nonnol \0 the face).
. soe Mrrek Standard Gable End Detail'
31 A1t-olates are 2x4 MII20 unless otherwise indicated.
4 Gaele requires continuous bottom Chord bearing. "
fi Gable s1uds spacad at 1-4-0 oc. , ' ' ,
"hIs truss has been designed fot e 10.0 psI bottom chord live load nonconcurrent with any o1her'lIve loads per
...:..f~lln1fi,j.t!BC-97. ' ,', . " ' " '.' ,
A WARNING - V1iRIFV DESlGN,PAl!AMETEIlS IJoID REAli AU NOm ON nllS AND TRUSS DIlAWlNG NOTES BefoRE uSE:
Dedgn...ald ro~ UM criv WIh MfTIIl( c;onn.d'ln TIil dIIdgn II ~ ortv \.lIXlI\ paometelt 1t'IcJ\Il/f\.c::nd II itt on tldMdual tMdhg c~ to be INto led CJ'\tIIoo::Sed
vertlcQlly. .-.ppIcabJltyord4SV'lporc:n.tMor'ICl~aPiC;~~rc..",,...,. ale1pOnSfbllltyotWdhgd8~ner.notlrw~. Bro:::hQlhollofl IS IOflateral "
IUppOlf of h:IMduaI web membm crt(. Aac:JtlonaI t , to hsln IldJllly dUmg cONtnc11on b: rn8're~NfbIlty oflhe elector. AdCi/tIa'd permonent
br'ocng of the <Mln:lll muclure iii the ra&DaUIblllly Of "'0 tMdInQ ddslgnar. Fa general QUdonoe fegorctng tobrIcatbn. CNQIty contrnI. stOJOg8. d8IIverv. ~cn and
brVCng. COIlIl.:It QST-aa GuaIty Slmdord. osa.a9 Elrodng SpecI!cot1on a'Id H&91 HoncIrQ ItUtoR1Q on::l 9racng R.c:om.....ldctbl avaloblo trom rnas :21a1o lnsfttute.
5&30'0n0trt0Cffle, Mcdsor\'M5.'S119. . . .
l'213it~
~,
theTRUSSco.
Ie B1JlLD~ 5VPP1.Y INC.
SEP 012004 4:16PM
HP LASERJET 3200
p.3
Job
IN55
. lruas ,ype
v.('f r-IY nayoen f\IQerwOQO \VYUUU}~o;
ALDERW-1 A
ROOF TRUSS
L~ I fUSS \.00" .,umner 'tlti\ i c.~erle VI"\.
:;',VVV S reo
1 1
, ,Job Reference \Op'!ional) , ,
~~V'U~lvllleK nDU8tr1e~.lnc. nUMar", uc,:..:iO:O\.J,(.IJW ,...ageL.
.... : '\ .' .' . .",
, J;;~ide mechanical connection' (by others) 01 truss to bearing plate capable olWlthstendlniJ 4 Ib uplift at joint 41 ~ 4 Ib uplitj at joint25.
LOAD eASElS) Standard
,t
.
)
(
,." .J
,
L
A WARNING - VERIFY DESIGH,PARAI/imRi AND READ ALL HOlES OH,'nns AND I1lUSS DRAWING HCmS BEFORE use: ~
Ded\)'lvaldtoruseori)twllhMT.IC.~." '.~..,.. 1hbOlllQOtJbo>>d,OlW~."~ ..., :.,.'IIhoWn.cn::SllforCi'lnct.ltt.JOI~c~10belnrtOll'd ondloaded
veltIcoIy, AppIt:o:)I.tyoldoclgnpa'Q'T\etMa'ld~' ."L~.""" 01........._. 'brmpcnslblliyofbulCi"lgct.IlgneT'nottnJUOMon* !lrodnglt'lowrlsfOllatetCII
S\Q)OI't oflndttldtQ W9b memben only. ActdII10naI t.-nporoy btac:lng to....... "d:ilty t1Ithg conltruct\al.' the'le:sl'otl!lblIIy at n. erector. ALJdNOI"'ot p.monel\t
bro:hg mth&o'o'.roIIstruchn IIlhel$$l:lOf'lSltllltyOfrhe bUId~ deIIgl;\ef. for QGM'Q gUdcJnce IQgOfdng '._......~M._. Q\.dfyClX'ItroL rtaog$. O&l'l8fy..erectkln oncI "''''''-.'''''''''ft!C!'-o
~. consUl Q5T~~tvSh:lndord. DS9-89 &odng ~ cn::l H1&-01 Hondlng \nItal"g end 8rtx:lng~. ~'lCkrtIo, ovalIotlIe from Truu Pk11'8nst1Me. L.l.1/f;;;.......v~.
f& O'Onotlo OrNe. Madsor\ WI 153719. . BDILDING S1JlIPL1' IblC.
SEP 01 2004 4:16PM
HP LASERJET 3200
p.4
"00
IfUSS
I r~~; ; 1"~e
\.,Icy . ,..IY npyo:en i"\IQerwODa \\MJW);;)~
ALDERW~1 A1
ROOF TRUSS
:.~-".~ I russ .....0., v:umner vvl-\. t t:;'fgene Ur\.
::J.lJW S r-Ba
5 1
, , Job Reference loptional\
:) LUU-' Mil eK naUBtne~. Inc. nu Mar ;u ",!~:.;:I;):OU .tUU.:i ,...ag8 1
,
"4<1
.J'1.0.0
7....'2
704-12
14-0-0
..7...
20-7..
6-704
2a~
7....'2
29.o.q
1.0.0
'Scale 1lI1:49.!
. 4x6 II
i
.
4
/:;~ '
......-;.......1j:..........~
.-'/' ,,",-
a,oo fW .// "">_
,// .....'.......
," . 34x5~/.:::.:.:>.....W2 W4 ..........~::---.... 4x55~
.<< ,. . . "i.."
/--::;'/7" -",:::::~~--_, t\~ '
/-;:;:::.--- ~j / ,--;:::::::::::;- .:. = --...:--.::::::::::::::,---- ~). \ ~'~:::--.. '
;/ -- . -- ~:t1 ... ... r-
;~ ~---- . . ~-~ ...................
~~<~:::~~.::::;:;:;:.-#~D . 8 ._--.:::::':::::;:::.::.~ ""~ e t.
~J1 . ./g::::::::.:~ 2X4 \1 2x4 If -'_::':::~,:::::,,71 ~
r~ ~ 3.D0fl7. 1fI'
4x:6 ~ 4x6 ::;-
8-4-12
.....'2
'4.().()
7-7"
21-7~
7.7-4
28-Q.O
.....'2
t"lale vnselS {^, f j: 1~:\J-'>-'I.V-V-'I,JJ. L'O:u-.)-'j,~U-'I.)l
LOADING (psO
TCLL 25.0
TeDL B.O
BCLL 0.0
BCDL 7,0
)IIBER '
...dl> CHORD 2 X 4 OF 2400F 2.0E
BOT CHORD 2 X 4 HF No.2 '
WEBS 2 X 4.HFSPF Stud!STD
SPACING 2-O'()
Pletes Increase 1,15
Lumber hcrease 1,15
Ilep Stress Incr YES
Code UBC97/ANSI95
.
CSI
TC
Be
WB
I
DEFL ' In (Ioc) Vdefl
Verl(LL) -0,32 II >999
Verl(TI.i -0,56 9-10 >593
Horz(TL) 0.41 6 nla
1at LC LL Mln Vden = 360
, BRACING
TOP CHORD
BOT CHORD
PLAres
MII20
GRIP
1B5I148,
0.63
O.B<
0,96
Weight 103 Ib
Sheathed....3.; ,: :.. ....:,..' '
Rigid ceiling directly applied or 10-0-D oc bracing.
REACTIONS (Iblsize)' 2=118310-5-8,6=1 183/()'5-8
Max Horz2=47(load case 4)
, Max Uplift2~115(load casa 5), 6=-175(load case 5)
FORCES lib) - First Load Case Onlv
TOP CHORD 1-2=13, 2-~3352, 3-4~2325, '4-5:-2325,5-6=-3352,6-7=13
BOT CHORD 2-10=3054.9-10=3007, 8-9;3007, 6-B=3054
WEBS 3-10= 117. 3-9--836. 4-9= 1634, S.9~38, 5-8=117
NOreS ,
1) Unbalanced roof live loads have been considered for thIS design., ,
2) This truss has been designed for the wind loads generatad by 80 mph winds at 25 ft above ground level. USing
7.0 psI top chord dead load and 7.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an
occupaney category I, condition I enclosad building; of dImensions 45 ft by 24 ft with exposure B ASCE 7.93
, ,per UBC97/ANSI95If end verticals or canttJevers exist. they are exposadto wind. If porches exisL they are
exposed 10 wind. The lumber DOL increase is 1.33. and the piate grip increase Is 1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per '
Table No. 16-8. UBC-97. '
4) Bearing al joinl(s) 2,6 considers parallel 10 grain value using ANSIITPI1-1995 angle 10 grain fOlTl1ula. BuRding
deslaner should verify capacity of bearing aurface, , '
5) Provide mechanical connection (by olhers) of truss 10 bearing plale capable of withstanding 175 Ib uplift aljolnt
. 2 and 1751b upliftaljoint6. " ' " "
LOAD CASEIS) Standard
I EllP1RES
, I
l......'
Ji'WARNING- VERIFY lllSIQN,PARAMmllS AN!) READ All NOlES ON THIS AND iRuss DRAWING NOlES WoRE ~
De$Ign \/Old tel' l48 on)(wllf'l MITekconnedtn ThbderilQnlsbasedDl'1lVl.ClOIl~t'lI U'tOto'n. OryjtsfOf<n~ buldhg _...... ....,.. to btlrutoled afd ~
vec1Icatv. AA*d:lGtvtldeslgn -.' .',. ,c;J'1d'proper~onoto:mpDrienlbIBlCOl'l$bMyQtb.d:2lngdeslgn8r.noltrussdeslgnet IInXt'\glhownl!:lbrlo1aroll
supporldhdMduolwebtrel'Tlbe1l o.;y. .~,,_. _ ._......._, brachg tolnslt..leblltyclUlt'lQ a:wtruc1onbthe'fOSpClNlbllifyof the .recta. Addlllono ... ~ _"'.
brochg ollhe OYeI'al dlUCture" ~e 'o.ooporut:lllty df tn, DlA1ng' deslgner. FoI getWd gulClcnce regardng fabr1cafoo. QUotty CQI"'ltrol. storage. dalMstt. erection md
brochg. ca\5IJt mr.as Quo!Ifystanc:SoK1. DSB-69 Brodng SpedllcolIOn. and HB-91 Hanolng nstaI'ng cna Ito:InO "..........,.;...._.:onovolable fMl TI'UU Pk:JtelnslfM8
583 D'Onofrio Drtv.. MadIson. WI 53119. . .. . .
~
theTRUSSCO.
"BtJIlDING itJPPLY INC.
SEP 01 2004 4:16PM
HP LASERJET 3200
p.5
JOO
I ruS9
lru~ ."i~
",,",y. il'{
nayaen i'\IOel'WOOQ \WVVuJ~O
AlDERW-l A2
ROOF TRUSS '
5
~ I ne I russ \..rO" ~umner VVA f c.ugene. un .
, ,
Job Reference \optionell ' ,
.~.uuu 8 reo €I. ""uu.o lvUI9K nausm~9, Inc. flU Mar ~I Ul;:II;.)O;O", ,",W.3 r'age 1 .
'. ,.1.o-a
,J,.0.4'
7-4-'2
7-4.'2
101-0-0
6-7-4
20-7"
6-7"
28.0.4
7.4-12 '
'Scat. -1:49.2
4xB II
.
~
,
~~"--- '
8,00[12" //" ~
:d~---: W4 ~'x5."
JKr:./ ~ ~,
~;:'/IJ _-.:::-:.-=:-- 8~:::::::::- \~~~~
.......:;:..::../ ~ :;;:;:::-- 8x8 = ----.:::...-::--a -~
//' _.~ --.' ---_--.....:.~
// -.-- -:::::::: -___ -.....::::._':'--.. 8
/..<" ....---:;::...-- 9 7 -----_ ____ .......~ ........
f ?~:::---- 2x4 ~~aorrz_ 2>' 'I --'~
~~ 4~~.
a
i
~
a....,2
6-4-12
14~
7-7-1.
21.7J,
1-7-4
26-Q.O
6-4-12
t"18t8 vn5el.S.:~^.1 J; l':\r~.U-V--j,)Jl 1'O.V-,)"'V,V-V-'I,)1
LOADING (psI)
TClL 25.0
TCOl '8,0
BClL 0,0
BCDl 7.0
,\lBER
, ----bP CHORD 2 X 4 OF 2400F 2.0E
, BOT CHORD 2 X 4 HF No,2 ,
WEBS 2 X 4 HFSPF S1udlSTO
SPACING 2.().(J
Plates Increase '1.15
lumber Increase ,1.15
,!Rep stress Inor YES
Code UBC971ANSI95
CSI
TC 0.63
BC 0,84
WB 0,98
DEFL . in (Ioc) Vdefl
Ver1(LL) -0.31 ' 8 >999
Ver1(TL) -0.56 8-9 >594
Horz(TL) 0,41 6 nI.
ls1 LC u.: Min Vdefl = 360
PLATES
MII20
GRIP
185/148.
Weight 102 Ib
BRACING
TOP CHORD ' Shesthed .. 1 ~ ;! __ ,..:Ifts. " '
BOT CHORD RIgid ceilin9 directly spplied or 9-9-3 0' bracin9.
REACTIONS (Ib1size) 6=11021Q-5..S,2=118310-5-8
Max Horz 2=59(load caBS 4), '
Max Upllft6~149(load case 5). 2=-175(load case 5)
FORCES (Ib) - First Load Case Only ,
TOP CHORD ' 1-2=13,2-3=-3349.3-4;..2323, . <- 1n3, 5-6;..3349
BOT CHORD 2-9=3051,8-9=3003,7-8=3003,6-7=3051
WEBS 3-9=117.3.8=-836.4-8=1633,5-6;..836.5-7=117
NOTES ,
1) Unbalanced roof live loads have been considered for this design. '
2) This truss has been designed for the wind loada generated by 60 mph winds al25 ft ebova ground level, usin9 ,
7.0 psf top chord dead load end 7.0 psf bottom chord dead load, 100 ml from hurriesne oceanllne, on'an
occupancy category I. condition I enc1osedbuRdlng, of dimensions 45 ft by 24 'ft with exposure B ASCE 7-93
per UBC97/ANSI95 If end verllcals or canUlevers exls~ they sre exposed to wind. If pOrches exls~ they ere
exposed to wind, The lumber DOL increase is 1.33. end 1he !)Iate grip increase Is 1.33 '
3) This truss hes been desi9ned for s 10.0 psf bottom chord live load nonconcurrent wi1h sMy other live loads per
Table No. 16-B. UBC-97, ' ' ,
4) Bearing et jolo1(s) 6, 2 considers parallel to grain velue using ANSIITPI 1-1995 angle to grain fOl1Tlula. Building
elesl!lner should venfy capacity of bearing surface,
5) Provlele mechanical connection (by others) of truss to bearin9 plale capable of withstanding 149 Ib uplift at joint
6 end 1751b uplift et Joint 2. '
LOAD CASE(S) Standard
'~
(
, .
A 'wARNING - \IBlIFY OESIGNPAIlAMilERS 'AND READ AU: NOm ON nlis AND lllUSS DRAWING Nom; BEi:oRE uSl
De~nwldfor,U!lt ontywtthMTekecmectas. I1s dltSlallstosed m1y ~ ,. .'.. ,." Ihown. aldlS form rdMJoI DUkIng _w.....w. ...... to behtoB9d and badod
lIttrtlcclV. ,.....~"w"k, afd8lb't ..".' "" CI'1dOf'Oper.._.,..._._...., ot__.,._~.......Is~lydblAldng~.nottnJstdGSlgMI. Broc:tlglh(l'w<,f\&f'odalerd .
SIlWOO at ndi",jdtJor .....b memben only. Act:lItIonal t<<npcfcry bfoclng to InsurtI SIODIlt, d.rtlg conatructlcn lJ ff'i&-mpomlt::$y (lIthe erector. Aadltlcnol petlTlOnel"lt
blocng of1he oY8l'ol strvCMe b \he _,.,," _ ~~-J 01 thob.A::t'\qde&lgner. For genefCI guldonc, re~ctnQ.':'...."............. qualty contro~ storage. deIN"ry. .rtcHon (Ild
blachg. CCJnSlft c:m-aa QuoftyStondord. DS8-8981a~S;:.. .."._.... '. OI'lCl HlB.Q] H~ nstdlhg Ol'ld BtOeInQ :'.__'_""_~__~_"_' avolcble from fruu Plate ~
M3 O'Oncfrlo 0tI\'lt. MadJon. Wl63719. .' '. .'
~.
theTRUSSco. '
,. BmUXNG!iUP1LT INC.
SEP 01 2004 4:16PM
HP LASERJET 3200
p.6
Jao
truss
INSS Iype
ALDERW-l A3
ROOF TRUSS
~'~'l1ayoen Alderwooe (uuuuu):S:i
9 1
, ' Jab Reference (optional) : '
:I.UUV 5 reo b ""'w.) lvlll at( no.USlnes, Inc. ll1u IVlar .l.1 \J~;,)~;O.:J ",,\.IV") r'age".
...l~e lrusa \.io., \)Umner'VVA/-=:ugene~M..
J
,1~
'1.0.0'
11-8.0 '
Il-8.o
1440
7".0
21-4.0
7-4.0
_ 28-0-0
~O'
"Salle. 1:49.9
4K6 n
4
~
, ---::::~,'
s,OO[rr , ~~/ ,,{/' ~<:~-:::::~ '
2x4 \. /.... ..' W1./ .' ~\w3' ~.....::-....... 2X4 II
~y~/ '//, ''\\ ''<:..~~
~0.. j.. \\ // "'~
~-:::/ '\~ /,/ \\' ~./ ",
------:> ',: , // \\ // " .....
/....... ,. ;/ " -................
...,/...... ".> . ,I \\ /~/ ......~.,:::........... 8
2 ........-:.... ,'...~; / '\'1..,",F -....::--.....
f c::;1iJ ...?<'V .~" DO .~
4x5:::. 9 8"7 04xS::-:
4x4 .::. 3x5 .= "x-4 ==
~
9-\.,
~".1
~_~~~,~.~..!..t.1:~;V-'I-o,U-V-~J, lO~~I-O~~_~:~t
18.7.15 28-0-0
9-3.'<4 9-4-1
.___._,____.___n__.
,- -. .-- -- --.
LOADING (psll
TCLL 25.0
TCDL 8,0
BCLL 0.0
BCDL 7.0
SPACING 2-0-0
Plates Increa.. 1.15
Lumber Increase 1.15
~ep Stress Incr YES
Code UBC97/ANSI95
CSI
TC 0.7B
BC 0.93
WB 0.3"
DEFL, in (Iocl Vdefl
vert(Ll.\ -0,28 7-9 >999
Vert(TL ~0.52 7-9 >639
Horz(TL) 0,07 6 nla
1 st LC LL Mln IIdan = 360
BRACING
TOP CHORD
BOT CHORD
PLATES
, MII20
GRIP
185/148,
Weight 99 Ib
"'\I'IBER
-",P CHORD 2 X 4 HF No.2
, BOT CHORD 2 X 4 HF No.2
WEBS 2 X 4 HFSPF Stud/SID
Sheathed~: ':: ." ro,;:M, . , '
Rigid ceiling directly applied or 1040 DC bracing.
REACTIONS (Ib/slze) 6=110210-5-8, 2=1183fO.5-8
Max Harz2=60(load case 4) ,
, 'Max Uplifl6=-14g(load case 51. 2~175(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=14. 2-3=-1784, ~~1493, 4-5~1493, 5-6=-1784
BOT CHORD 2-9=1580,8-9=1056,7-8=1056,6-7=1580'
WEBS' 3-9=-382.4-9=507, 4-7=507. 5-7~382,
NOTES
1) Unbalanced roof live ioads have baen considered for this design.
2) This truss has been designed for the wind loads generatsd by 80 mph winds at 25 fl above ground ievel, usin9
" 7.0 psf tap chord dead load and 7.0 psI bottom chord dead load, 100 ml from. hurricane oceanline, on an
occupancy category I, condition i anclosed building, of dimensions 45 It by 24 'ft,wilh exposure BASCE 7.93
per UBC97/ANSI95 If end verticals or cantilevers exis~ they are exposed to wind. If porches exls~ tfiay are
ex~ed 10 wind. The lumber DOL increase Is 1.33, and the plate griP increase is 1.33 '
3) ThIs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with eny other live leads plIr'
Table No, 16-B, UBC-97, ' , '
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplifl at joint
6 and 175 Ib uplift alloint 2. , '
-LOAD CASE(S) Slenderd
/
,
'.
A WARNING - VERIFY DESIGN PARAMrnRS ANO READ AU NOTES ON THIS AND 1RUSS DRAWING NOTES 8EFORE USE.
DesIg1 vclktb'\ne orIVwlt11 Ml1eIl CCf'I"IectOll, ThIs d1Is1gnll OQMCl only upon pctometersSl'lOWl'\. (J'ld Is I'a anlndMdUa bU'IlD'lg cOrr.l:!oneotto be t\itt:ted 00d 100dlJd
vertically. A!:)pleablty of design poromthtn and proper 'ncClpotQflcn 01 cOfT'C)Q"\ent Is r&SPOfUbllty of bI.Jdlncr dellcToei. nol truss designer. 6rcchg Ihown is forlctercl
a..pport orlnct..1ciiOI 'WGb membm oriy. AdcIItlonallempOfory t:rodng 10 nue stobllly cUIng oorrdructlon b. thlnelponslbl!lty ot 1>18 81ectoc. Addtlonal permanent
IJctJ:Ino of1118 oV9fOlr stn.I:ttX8 11 tle rGq:JONlbllty dl the bUId1ng designer. FOf general gu'donce fegordng fabdccflan. quOllV ccnlroL storage, delI$'i, erection CI'Id
bmclng. cOl"lSUltQ5J..ea QuoIty StO"ldad. OSB-aQ Brodng.sp.clllcotlal. and Ht8-91 Handing "toling ondBrOchQ :t~__....."...~dollonollO:obJB flan TruuPlalelNt1Me,
683 O'onorrlo Dtve.. Madl5ori. WI ~719..
I~
theTRU'SSco.
.. St1ILDINGi SUPPLT INC.
SEP 01 2004 4:17PM
HP LASER JET 3200
1",00 . I ruStl IIUl;ll~ I y,",~
ALOERW-1 A4 ROOF TRUSS
'J~.D I russ \...0., oumlle;:r jjvi"\ i ~uQer e ,Ul"\ .
.I
.:J~i ('-11
j"l~Y'Ul4~j Alaerwooo lUUUUUJ:::Io":!
p.7
1
Job Reference (optional) ,
?UUU s r-eo b ","W:. Will eK InQus~nes. me. ((IU lVlar ,I Vl:I:.)O;O:J "uu,) rage I
~1..()..Q
J ',.0.0'
10140
10140
2Il-O-O
1~
3>c5=
SeIIll ;;1:49.9
12
,!..~13
1t. ....-:''';JY'" ----~~~ 14
....'5... . -.........:................ 15
.~. "........'
8.00[U' // . . ,,'........ 18
8/-:/, " ,
7 /"-y' "J:::-., 17
// '.S'o .....---
~,...-::::y- !IJ s', ,,.,~~,o .
/ ...... I" S' 2 ,. ,.
5//" (oJ S'S .....
41' !I;.' 's 4 ,,~, 2.
'1-' I ,11 S'S S ;-------.....:~'.,......2t
...-;::...... s' ""''''-
"I, .~:;:'-11 . _ f: j R'[: :J 3 j :: i: ~. \ t: it-i; a" _ ~d22
~ (~~--'~~."""~&:~~~o1<J~W!~:r."~~i;J.:JIrcA.~-Gg~.;.u,,~fa1itff,.k;JB'7:a1~r.J..:~~rr ~..hli~I~~~~~~dJi
3xS = 41 AO 39 38 37 38 :)5 3" 33 .32 31 30 29 2a 27 26 25 24 23 30ltS =
3><5=
~
~
28.0.0
20.0.0
LOADING (psI)
TCLL 25,0
TCDL B.D
BCLL .0,.0
BCDL 7,.0,
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1,15
Rap Stress Incr' NO
~ode UBC97/ANSI95
CSt'
TC .0.1.0
BC '.0..06
WB .0..08
(Matrix)
DEFL in (Ioc) Vdefl
Vert(LL\ nla - nla
Vert(lL .0.00 1 >999
HorzllL) .0..0.0 22 ' nla
1 st LC LL Mln lldeft = 36.0
BRACING
TOP CHORD
BOT CHORD
lUMBER
""~CHORD 2X4HFNo,2
\r CHORD 2 X 4 HF No,2
,.AHERS 2 X 4 HF Stud
.
Sheathed er-a-e-: _.. . _,,::_
Ri9id ceiling directly applied or 10-0-.0 oc bracln9_
~
PLATES
MJl2D
GRIP
1851148
Weight 1511b,
REACTIONS (lb/size) 22=9312S-O-D, 2=176128.0.{), 41=189I2S-O-D, 40=7412B-C.{), 3S=11412B-C-O,
38=105128.0.{), 37=107128-0-0, 38=ID7!2S-O-0, 35=1.07128-0.0. 34=107I2S-O-D,
33=lD0I2S.{)-O, 32=100128.{)-O, 31=1.08128,0.0, 30=1.04/28-0-0, 2B=lD4I2S-O-D,
27=IDS/2B-C'{). 26=1D5120.{)-Q, 25=117.126-0-0, 24=81128'{)'{), 23=218/26-0-0
Max Horz2=98(load case 4) " ,
Max Upllfl4O=-4(load case 4), ,
Max Grav22=93(load case 1). 2=175(1oad case 1). 41=189(load ca.e 5), 4O=74(1oad case 6).
, 39=114 load case 11' 38=105!IOad case Il' 37=1071,oad case 61' 36=ID7(load case 1).
35=1.07 load case 1 ,34<;11.0 load case 6, 33=1.0.0 loed case 1 ,,32=lDD(load case 1).
31=11.0 load ca.e 7 ,30=104 load case 1), 28=1.04 load case 1 . 27=108(load case 7),
28=105 loed case 1), 25=117(load case 1), 24=61(loed,case 7), 23=216(loadcase 7)
FORCES (Ib) ~ First Load Case Only , , '
TOP CHORD 1-2=28,2-3=26,3-4=-42,4-5=-32,5-6=-34,6-7=-33.7-8=-33, 8-9=-33, 9-1.0=-33, 10-11=-34,
11-12=-31,12-13=-31,13-14=-34,14-15=-33,15-16=-33. 16-17=-33,17-18=-33,18-19=-34, '
19-20=-31.2.0-21=-44.21-22=-51
BOT CHORD 2-'11=.0,40-41=0.39-40=.0,36-39=.0,37-38=0,36-37=0. 3s,,38=D. 34-35=0, 33-34=0, 32-33=.0,
31-32=0.30-31=0,29-30=.0,28-29=12,27-28=12.26-27=12, 25-26=12, 24-25=12, 23-24=12,
22.23=12
WEBS 3-41=-149,4-4.0:0.65. s,,39=-92, 6-38=~7, 7-37=-118, 8-38=-88, ~5=-98, 1ll-34=-89, 11-33=-81,
13-32=-B1, 14-31=-89,15-3o=.aa, 18-28=-88, 17-27=-88, 18-26=-B7, 19-25=-93, 20-24=-60,
21-23=-161 ' ,
NOTES "
11 Unbalanced roof live loads have been considered for this design, , '
2 Truss dea'llned for wind loads In the plane or the truSll only. For studs exposed to wiM (nonnel to the face).
see Mrrek 'Standard Gable End Datan" , ,
. 3! AlLplates are 2x4 MJl2D unless otherwise indicated.' , ' ,
4 Gable requires coritinuous bottom chO,rd beerins,
5 Gable aluds epeced a11-'1-O "'" ' "
":hIs truse has been desl9ned for elD.D psi bottom chord live load nonconcurrent with any oIherT....e loeds per
~J'~llniliri\otiBC-97. '". " ,
.A WARNING - VERIFY DESIGN P.uAMmRS ANDR!AO AU: Nom ON iHlS AND TAlISS DRAWING N'OTES WORli USIi. ~
()ulonvoldfoIUleon/y....ut\MlTek.OCITl~cn. ItOd8Sll;;nltt:as8dr::rt(l.4)O'\...., . ,.__lhown.Ond"(l(a\~blJlclhg .......__.....1obelnstOl9CI ondloodad
V<<tlea!lv. AR*OblllYof~porom.t8tlCl"Jdpropl1'lncofporollMotClCmPOilenllsresoomltlltyotbliJct1Qdt~.nat1MSdoItgniit ~OdnQShar.T'llsrOfIateK:l: - ,
IUDOOn 01 ndlvIdUaI wob menDcn cny. AdcllIOnOI ternPOfcry ~ 10 Insute doef1y ~ OOI"ISfn.Ic!lon 1$11'1. ttsQOOIlbIlt-,' 01 the .ectoc. AddItional permooent
btacno of tn. ~ralI stn..clur.ls tn. fOCPoMt:fitv of Iho bu'kIt'\g ~~ fot Qff"lWl;ll gvIdc:nr;o regorc:"'n;l ubrlccllon. quofly contro~ sfotage, dol<t...,. ececllon <nf lJSS
=~~n~:'~=% s:J:ro. DStI-a9 BrOclngSpe~ f?~ Hl8-91 :b'IdIng Imtcthg and B~? I\.~-_...,,"-""--,:," ~19 from TI\m"PfoIe 1rIs1itute. ~SUPPLY~:
SEP 01 2004 4:17PM
HP LASERJET 3200
p.B
I russ I ype
r""OD . I russ.
IALDERW-l A4
ROOF TRUSS
Job Reference (optlonall '
;J.W\J S reo b.c.wJ I'IlIlel\ ilQU5Yl8S, me. [nu Mar ~( U::f:,);;);QO .::w,:) rage ti!.
.
J.r'!~ I rUBS. \..00.; ;::,umnsl' livi'\ I cugel ~ ~I'\.
( " , .
;r~~ide mechanical co~neclion' (by others) aftruss to bearing plate capable ~fwilhstandl.;g 41b uplift atjoinl40,
''"'--'' ' ,
LOAD CASE(S) Standard
J
.
)
~I
~._.-'
A 'WARNING - VERIFY DESIGN,PARAMElERS AND READ AU: NOm ON TIils AND 1'RUss D'RAWING HOTES BEFoRE lISE,
Odgnvaktf:xliHl my. tmek __ ...~...__... TNs dealgnb baled on!y\4XX\parom.tm Ilowr\ and Is fcrdn IlldMduol bI.Ildlng .~"........:tobe hJIc1led end loaded
lIerneauy, }....',.......__, ofd81lgn paomefer:l cndpo~ .._............ of corTlPO"l8nt II rtsocnlblllty o1bo1dng designer. nottru!l d~. 8ro::ing1l'1oWn1s fOf Ioterol
~ of IndMdJoI web membBnl cnIv.. AddIfIond tempo'OlY br<Xt1Q to Ii"lSI..tt stotjlty du1ng eCrItruetIon II the"responsiblty of tie erector. Addftenol permanent .
bIoClng Of The overOlI51n.lCft.re Is tho ~ tit the bulrClk'1~ de~gn8f. Forgenerol QlJdonce. ___ ..,". fablCQtlOI\ QUality cdntroL tIotage, delivery, erectIon and
bracing. consult QSl-88 QJa!IyStondad. osa..89 Bnx:IngS~._"......._~ and HfB.41 Herding !nstcllng and 5fbcO;1 ReC(J.._, ",..-._ .,0YCt1abIB from TrlJSf P\ot8lrrilute.
~83 D'Onofrio Dttvlt, MOd1!OI\ WI &3719. .
~
theTRUSSco.
.. 8UlLt)rNG SUPfLy me.
SEP 01 2004 4:17PM
HP LASER JET 3200
-,- -
- ~Truss IYpe
p.s
-~Iruss
IALDERV\1-1 A5 FINK
I ne I russ \,c., ~umner VVA f t:.uger e VI"'(
Yly' jt-''Y HsyaenJ\laerwooo ~UUUWP;;)
1 1
Job Reference (opUonal) , "
;) 'UU;) IVllleK nausmes, me. lfiu Mar ~I U:;I:.10:0( ,V~;j t"'age 1
o.wu s reD
.j ~'~ .-6-0 10.0:0 H.().O .'~.2.
...J I~ 4.e-o 5-6.0 4-0-0 1-6-2
4" =
28-0-0
12-5-,~
~.n
,
I~
'ScalIIl1:l1:50.6
7
8,oofW 4eldl~~6 ~;;~{~~~...... ,.
34 I " ~""""",,'1
, //-:/7/ \ '-:--'::'::;Jt 17' .'2 S 13 -~, 12 13
, 3 /wl/ \~ --~~W1:~0_ S:'.. ~"
~ ;//1 '\ \ Jt.....::.-l.31 S 15 " ----.:"'r:~ 16
,.......;:'" ...-'e.,~ // ' '-\ ~. --~...... 32 S 1.8 S 7 ~rf6
~;:;/,.., ref'/ '< ,/:/ ~"" s ,
-" >. '... I ..,'\ 1"// ::::...~{ 3a .. ...... 17
'1 2....// ".' _&-__'::" -iTt-ir a .0' '-<';'-',,''t:l
fc;:::"'~ rJ.,i.~L..~.:l"'~~"'~1'~'~"'~"..jJJ
'3x6::. 26 2S 2423 22 212019 3X5.::
4x4 = .ex.. :.: 5xS =.
Sheathed c.-+o4-. .' . _. :.., ,
Rigid ceiling directly applied or 10-0-0 oc bracing,
2 Rows at 1/3 pis 4-33
1 Brace at Jt(B): 33 S "Web B M . fo
ee race emo r
required T-Brace condition
Design of all continuous
lateral bracing is by others.
~
~
0-10-2
8-10-2
t"'late urrsets ~^. l J: 1"-4:U-,,~,U--,)o"4tJ
13-1-15
6-3-12
-'-
2B<J.<)
14-10.1
LOADING (psO
TClL :l5.0
TCDl 8,0
BCll 0,0
eCOL 7,0
SPACING 2-0-0
Plalas Increase 1.15
Lumber Increase 1.15
Q'ep Stress Ina NO
Code UeC97/ANSI95
CSI
TC 0.40
BC 0,38
WB 0,94
(Matrix)
DEFL. In (Ioc) I/deB
Vert(LL) 0.06 2-26 ~999
Vort(TL) ,{),11 25-26 ~999
Horz(TL) 0.04 17 nla
181 LC LL Min Vdefl = 360
.....\leER
IP CHORD 2 X 4 HF No,2
..cT CHORD 2 X 4 HF No.2
WEBS 2 X 4 HFSPF StudlSTD
.
BRACING
TOP CHORD
BOT CHORD
WEBS
JOINTS
REACTIONS (Ib/slze) 2=901/0-5-8,24=79318-5-8,23=4418-5-8.22=5218:5-8, 21=11618-5-8, 2ll=96J8..5~.
, 19=13018-5-8.17=23818-5-8 ,
Max Horz 2=47(loBd case 4) , "
,'Max Uplifl2~121(load case 5), 24=-152(load case 5)" 23~190(load case 2), 20~2(load case 3)
Max Grav2=901(road case i), 24=793(loao case 1), ,,3=61(10ad case 7). :j2=70(Ioad case 2).
, 21=11G(load case 1}. 20=99(load case 7). 19=131(loBd case 7), 17=236(load ca.a 1)
FORCES (lb) - First Load Case Only '.' " ,
TOP CHORD 1-2=28,2-3=-1463,3-4=-1232,4-5=-246,5-6=-196,6-7=-182. 7-8=-196, 8-9=-179. 9-10=-184,
10-11~229.11-12=-213. 12-13=-171, 13-14=-203, 14-15~197.,15-16~201, 16-17=-213,
17-18=28
80TCHORD 2-26=1242.25-26=849.24-25=1104.23-24=160.22-23=180. 21-22=160. 20-21=150,19-20=180,
17-19=160
4-34=-904, 29-34=~99. 27-29=-925. 27-26=-907. 26-30=-959, 30-31=-1023, 31-32=-1057.
32.33~1056. 2~-33~1115. 7-27=38, 1>-28=.116.6-29=-57,3-26=-286.25-30=-172.4-26=342,
4-25=236,9-31=.76,10-32=2, 11-33=-123, 12-23=c183, 13-22=-15, 14-21=-102,15-20=-80,
1&-19=-108,5.34=11
WEBS
NOTES " '
1} Unbalanced roof Uva loads hava baan considered for this dasign. '
2) This truss has been designed lor the wind loads generated by 80 mph winds at 25 n abovB'ground level. using
_ 7.0 pst top chord dead load and 7.0 pat bottom chord dead load, 100 mi from hurricane oceatiline, cn an
occupanCy category I, condition 1 enclosed building, of dimensions 45 It by 24 f. with exposure BASCE 7-93
per UBC97/ANSl95 If end verticals or can1I1Bvers exist, they are exposed to wind, If porcheB exlsL thay are
exposed to wind. The lumber DOL In""ase is 1.33. &nd the plate grip incresse is 1.33 '
,3) All platas are 2><4 MII20 unlass' otherwisB IndlcatBd, '
"4), ThiB truss has been daslgned for a 10,0 psI bottcm chord liVe load nonconcurrent with any other live loads per
TBble No. I&-B. U8C-97,
., Provide mechBnicBI connection (by others) cftruss to bearing platB copBble 01 withstanding 1211b uplift at joint
!llri152lb 141lifl BtJolnt24. 190 Ib upnn at)olnt 23 and 21b,upllft at joint 20, ,-'
" ~M~2 , ',' ',' "
.
PLATES
MII20
GRIP
1851146,
Weight 144 Ib
A WARNING - VERIfY DESIGN, PARAMmRS AND READ All. Nom ON nlls AND YRuss DRAWING NOTES BEfoRE USE.
DesIgn VdId lor IDony..nn tMek" CQf\."lectOl'L ltAd~ II based ortt ~paometer1shoWn, ana Is f(lrO'lndJYIcIUQ Quldhg _..,............ to bu hstalad cn::I txId8d
vlrilcaty. At;iptCabf1lyofdalgn porometecs and proper ncorporaflon Of COf'I1P(I'l8,f tI ._....._ ....-..,:, of bUldhg design.. nothul:l designer. Btcchg SI'JO\Mn II ftlrlat.roI .
PJpporl or ndvk:tJCll WQbmembers enI'y. AddItkJnot., ,. .0': btoci"lg to IrOUra If:IbIfty dulng conslruC:tlor b the "~",".""'_"'tv oIlhe erec10L Adc;tt\a'd PErfmontnt
tlrocng of the owroll UM;;1u1J II the '_ 'j.... ". fY or 1M b\tlClhg OOlilgner, fOr ~l'Itr~ ~nc9 r8QOfdIng fat::rlcotlon quollly ccntrolltoroge, dellv'8fy, mectlon ar'd
bracng. consUl QST~ Q.JoIIy standard. ~q Ik'Odng Sp _ _"......._._ . onc:I Kl8-91 HendllnglnltoQng and BroelrQ Re....... .~.._3ioo OIdlobla!tom lNs:!I P1a1eln5t!Me,
583 O'OnofllO [);MI, McJc:lOOn. W15m~.. .'
',b;.
theTRUSSco.
a BUIIJ)lNG SVPPLT INC.
SEP 01 2004 4:18PM
HP LASERJET 3200
p. 10
"00
I ru95
- lruss Iype
FINK
~ ~Hayaen I\I0erwOOO lUWW)':>::i
ALOERW-1 AS
Job Reference \OptiOnal) ,
~.wu8I"'eo t).-,vu.JNulert nOU81neS,Inc-' flUMar"tW:"O;;)f ~W,) l""age4.
.
. I tie I r\lS8 l".;COI ~umner VYA 1 I::.uger e ~"'.
I
J,\D CASEIS) Standard,
,~
.
):
J
/
A WARNING - VERIFY IlfSIGN,PARAMETERS ....ND READ AIi NOm ON 'T1iIS AND TRUSS DRAWING NOlES BEFORE USE. ~
Deslgn,.gld klO\M OIf'IY'NIItlMITekOQlTl!JclcrI. lNI desIO"lI00a<<!Ort(\.9Ol'lIXlQmI'.ers stc.n. md b~a'l ndMdual bl.lklngc....".. to be hsla:bd CI"Idloaded . -
verllcot(. AppIcablllt'(aI dGsU'\ po-aml1en CJ'1d prooerhcorpcX'anon of.. .-.. llrusponsl)lilly or bAdtO dIllO~.no1 tn.as a~r. Bracing IhOYJn " torlOtercl. ,
. Il.q)Ort ot ndI'Aduc1 web members OM. Adc:ItIonal temporary bn:tdnQ to"'" 1f0000ty dlltlg eonmu::tlon II the~~ ot the elector. Addtlond perll'KJl"l8l'll
b'odngotlhe overtJ1mvch.n IIhre~". "'. ", 6111'18 DlAdlngOeslgnef. FotQeneralQUldanceregtrdhg...._,w_,,_. quaitycontrol, QOl'ooe, debery, eme1toncnd the...-v _ -CO.
bodnQ. COl'lIlJiI QST.M Quc1Ity Stmdad, DSU9 BraeIng SpecllIconor. O'\d H6-91 Hard"V"'lQ InstallrlQ tn::l B~ R$ccrrrnErldaflon avalIol:lI, Irom TIW Plate InsIIMe. _ -
W O'OnoIrIoCrfvv. McdbOl\ .....,63719. 81 BUtLDDCQ SU1'Ptf INC.
SEP 01 2004 4:18PM
HP LASERJET 3200
p. 11
- I JOD I russ I rusa I ype
!ALDERW-l A6 ROOF TRUSS
,J.,e I russ lJO.; ~umner VVI'\ J I:ugene UI'<.
uty ,",Iy Haycan 1\IOerwooa \UuuuuJ~~
2 1
Joo Reference \OI'!lDnal} , '
~.uuu s reo b "W.J Nil I eK. nousmes,mc., nu lvIar tl.J U=':t.lO:;,')O ~-.v\J.} rage I
-J
1'1.0.(l
',..0.0"
'1~
1~
. 14-0-0
8-8.12
20-8.12'
, 6-8.12
28-().<l
1....
29-0~
1.0.0
. 'Scale & 1:54.0
4X4=
.
.
oj
"
/ "-,
/;;...-;; ~'-...
8_00112" ~ // ~
3 /.;r"/ ~</ \,: .,<.:.:~ 5
..J'?~( // ~ ~~
/,.?::'/ ~1 // \\ v;f ~~
/;/ ' ,\ /; '\ I'~
",,:,:,~ V ,\~.1,. ~~~,_1a
;tIC/IfJ, IltJ 3xs~',1
3.x5:-.: 1D 9 8
~= 5~=
4x5 =
9.-8.3-
9-6-3
-Pijne unselS ;^,11:_l0:v-v-~-:;.v.,)~J
1S-a-13 ,20-0~. 2S.()..O
8-11~11 1.6.3 ,840
----:....1--=--
CSI DEFL in (locI Vden PLATES GRIP
TC 0,87 VertlLL) -0,22 9-10 >999 MII20 185/148,
BC O_Bl VertTL) -0_38 9-10 >609
WB 0.75 Horz(TL) 0,01 8 nla
151 LC LL Min Ilden = ~60 Weight 104 Ib
LOADING (D.f)
TCLL 25,0
TCDL 8,0
BCLL 0,0
BCDL 7,0
\'V1BER
Jp,CHORD 2X4 HF,No.2
BOT CHORD 2 X 4 HF ND,2
WEBS 2 X 4 HFSPF SludlSTD
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1,15
,ilap Slress Incr ' YES
Code UBC971ANSI95
BRACING
TOP CHORD
BOT CHORD
WEBS '
Sheathed ", ';..;; 3 "" ._,;:- ,
Rigid cellillQ directly appUed or 4-0-3 DC bracing.
I Row al m,dpl 4-9
See 'Web Brace Memo' for
required T.Brace condition'
, Design of all continuous
lateral bracing is by othens.
REACllONS (lblslze) 2=675/0-5-8, 8=169410-5-8 '
, ,Max Horz2=47(load case 4) ,
Max UPIift2:-102110ad case 4), 8~246(load case 5)
, Max Grav2=750( Dad case 6). 8=1S94(load case 1)
FORCES (lb)" Firsl Load Case Only ,
TOP CHORD 1-2=14,2--3=-846,3-4=-401.4-5=862, 5-6=804, 6-7=14
BOT CHORD 2-10=573,9-10=84.6-9=-1295, 6-8=-718
WEBS 3-,10=--397, 4-10=549. 4-9~1220. 5-9=1305, 5-B~I727
NOTES
1) Unbalanced roof live loads have been conaidered for this desi9n,
2) This truss lias been designed for lhe wind loads generated by 80 mph wtnds at 25 ft abDve ground level. using
7.0 psf tDp chord dead IDad and 7_0 psI bottDm chDrd dead load, 100 mi from hurricane Dceanline, on an
occupancy catagoi)' I, condllion I enclosed building, of dimensions 45 ft by 24 ft with expoaure B ASCE 7-93
per UBC97/ANSI95 II end verticals or canb1evers exist, they are exposed ID wind, If pDrches exis\, ,they are'
exposed 10 wind.. The lumber DOL increase is 1,33. and the plate grip Increase is 1.33 :
3) This INs. has been designed lor a 10,0 psI bottom ChDrd live IDad nDnconcurrenl WIth any other "ve loads per
Table ND. 18-8. UBC-97., .' '
4) Provide mechanical connaelion (by others) Dftruss to bearing plate capable ofwlttia1anding 1021b uplift at joint
2 and 248 Ib uplift at joinl8.
.5) Beveled plele or shim required 10 provide full bearing surface wtth truss chord at joinl(s) B.
LOAD CASE(S) Standard
.
,i /
A WARNING. VE~IFY DESIGN PARAMETERS AND READ All NOTES ON lHIS ANO 1RUSS DRAWING NOTES WOllE USE. ~'
Oeslgn YOIId Io~ U1e cny 'w'\lh MIl. oomeclOI$. tt'd dtsIi;JIls baMd a'lIyupon "'_'_"U'''H It'tOWn. on::llstCf Cln IndNldd bulldhg C _, ,..., ','. to bit lNIo1ed end loaded
vfilfflcoltf. ApJ:lcobDly of desQn" pOlameten end ~.I ncorporallcn of componenlls JlIspons1b1lty of bl.i1dlo"lQ ~. not tMs designer. Brcdng shown is tor !ateral .
aQ)Of't or rndlvlduotweb m&mbeni only. Addt1ona1 temperorY braCIng to In$Ul'e stobity 0..11'\0 oonstructon b rhe"l~ ot the erector. Addlliarlof permanent
bracing of the ovemIl mucn.o IS the rOJ~iIIty dt the blJIcIng'deSlgner. For genOfOl gulda'1c:o regardhg tobrlcclbn. QUCIlV contfol storage, delt.tary, 8fBcllon and the.....n...SCo.
braclog.. consuft QSl-8B QuoflIy stcndord. 058-89 Bracing Speclflcof\on, end HIB-.91 HondIlng 1nrto11ng and Ikcdng Recorrmendanon avolable fraT\ Trusl. PkJlQlncUMe. I'" ,AU.,
583 D'Onofrio Dc1ve, Modt!Ion. WI.M719. " '.' . BUtLDING SUPPLY INC.
SEP 01 2004 4:18PM
HP LRSERJET 3200
p.12
I JOD I russ ,rUSS I ype
A;DERW-1 A7 ROOF TRUSS
." .......,e I fUSS vc. -I Q.umner vlJf\ I c:uger e .UN..
uty J-I'ly H~yc:len AlOerwooa {WWU }O"
1
Job Reference (optional) ,
.;:).UW 5 r-eo b",vu.,) Nlllel\ oousmes, me. [flU IVKlr " u;,;.x;t:';;)~""UW I""'8ge',
-...J
,1-o..Q
'1.o.t)
7.3-4
7.3-1
,..0.0
808.12
20.8012
808-12
28.0.0
703-4
29-D-?
1,0.0
Scale . , :154,0
.4xA ~
.
~
~
. ,,<~~
S,QO[1'Z' , ~-:>. ,/1 \\ ~"'-
, ///""" \.,\ -......::;:--.....,
2X4\,/// -'/ \\. "-", 2x4,~
3 ~''/ V'f?i' \\wI .......<:::-.... 5 ' .
.~ ' '/~::? \~~\ \~~~~,
,~ \~ ~/ \\ II ~,
/-;'/ ,'\ II! , // ......'-.':'-.....
/""/" \\ I :-',1/ ~ a
~1 2 ",'-?' \ i 't./ ~ ' 'c-" 7 :1
;!,'{.; ~ ,--- '" ~':::.-./;;
4x5 = 10 9 8 4x5 ~::
3'" = bS =
3)(4 ~
9-6-3
~-3
!"lB~e \J.I!S8!S t^. t t. ~:V-I-o.\J"v-"l. IO:U-'I-o,v-V--"l_~__ .__
1B-6--13
B~1 '.11
28-0-0
.....3
LOADING (P5t)
TCLl 25.0
TCDL 8.0
BCLl 0,0
BCDl 7.0
SPACING 240
Plates Increase 1,15
~umber Increase " t 5
,iRep Stress Incr YES
'Code UBC97IANSI95
CSI
TC
BC
we
0.77
0,91
0.32
DEFL' in (loe)
Ver1(ll) -0,25,9-10
Ver1(Tl) -0,46 9-10
Horz(TL) , 0.07 8
1st lC LL Mln Vdefl = 360
Vdefl
>999
>722
nla
PLATES
MII20
GRIP
185/148'
Weight 100 Ib
I,l/IBER
" ,(,P CHORD, 2 X 4 HF No,2
BOT CHORD 2 X 4 HF No,2
WEBS" 2 X 4 HFSPF S:udISTD
BRACING
TOP CHORD ,Sheathed":.':: __,_,I:..J. ' '
BOT CHORD 'Rigid celUng dlnlolly applied or 10..Q..O oc bracing.
REACTiONS (lb/slze) ,2=1183/0-~, 6=118311).~ '
Max Horz2=47(load caae 4) ,
, Max Upllfl2=-17S(load caseS). 6=-175(load case 5) ,
FORCES (Ib) - First load Case Only ,
TOP CHORD 1-2=14,2-3=-1743.3-4=-1500, 4-5=-1500, ~=-1743. 6-7=14
BOT CHORD 2-10=1545,9-10=1057,8-9=1545,6-8=1545
WEBS 3--10=-378',4-10=529, 4-9=529, 5-9=-378
NOTES '
t) Unbalanced roof live loeds have been considered for lhis design. ' , . '
2) This truss has been designed for the wind loeds generated by 80 mph winds at 25 fl above ground level, using
7.0 psftop chord dead load and 7,0 psfbottom chord dead load, 100 mi from hurricane oceanline, on an
occupeney category I. condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93
per UBC97/ANSI95 If end verticals or cantilevers exis~ they are exposed to wind. If porches exls~ they, are
exposed to wind, The lumber DOllnarease is 1.33, and the plale grip Increase Is 1.33 '
3) Thl9 trusa he. been designed for e 10,0 psf bottom chord live load nonconcurrent with eny other live load. per
Table No, 16-B, UBC-97" '
4) Provide mechanical connection (by olhers) of truss to bearing plate capable of withstanding 1751b uplift aljoin
2 and 175 Ib uplift at joint 6, ' ' ,
. LOAD CASEIS) standard
1
.
l'W1f 0 f:J
-j
.A. 'wARNING - VERIFY DESIGN PARAMEtERS AND READ ...u NOm ONTHl5 AND !RUSS DRAWING NcmS BEFORE USE.
DesIgn valld for ISEJ a"IIvwttl\ MTOk COTl8c10rs. '/'ItS CJeslgn" bosed orIy l.4XlO poraneters 5hcrM\, Otld 1I1of m-lf'ldI9lduc1 bU!dlrg CO~ to be InaIoIed and kxI:led
verllcol"'. Applccbilly"or dastgn ~__. ..:..,~ ardpropllr ___...._,..~___ QI COI'l"'lpOMnt Is rilsoonsbllty 01 b..iiIdng desQleti'. not truss ~SQntf. BfQC~sI"ov.n Is for tolerol
IUpport of lndlVL:tuol web membels oN-(. A.ddltlonal t'emporolYbrtIcInQ to lnIura ,loblDty cUIng ocnstrt.ciIcln Ilfho'rmponsbUtty Qflhe erechx AddlnonOl pemlCn8I'\t
bracing 01 h& cverol structure II ft\8 ........ _. ''''~''''' drthe b~cIIng l:I8slgner. For generct guidance r.g~ fabrlcotlon. qucHty cttltrol f1C1CV3. delN'ery. oc1lon a'ld.
bl'oclng. consult QST.88 Qvoity Stondcr.:l. DSa.a9 Broelng Spoeltlcotbn. md H1B-91 H:x\d"ing Inrtollhg and ~ Recortvnend01Ion CMJIabIe from 'll'ul$ P)ale lnstll\J'e.
58.3 D'onofrIo)r.ve. Modl:son. Wl53719. .' . . .
'41
theTRUSScO.
&. ~Gi5UPPU"INC.
SEP 01 2004 4:18PM
HP LASERJET 3200
p.13
1~~ERW-1 t~- R~=SS
l nB I russ .....0.. .;:,umner lIV',", , cugenu vt\
- ;.' ~., ~:~::~;:n~~~':Wti~:~~;U/VV , I
~.\.llJv I) t"eu 0 LVI..;J IVIII er< .nQ:USlnes, lnc. ~n Mf)r V't IU.V:;):"O ..t:;U\J.> rrage I
'--I
.1.().(]
100.0'
6-3-0
5-3.0
ll-7-8
44-8
14-0-0
4-4-8
20-0.0
0.0.0 ,
23-5-0
3.5-0
2B-G.Q
4-7-0
4xB .::
Scallpl 1:53.3
5
3
//~ '
3X4 -:- ~../
s,oorrr ,4~, ;>"5 <-
, ~~. Iii ,.....S ,
3X4-::. /.../ '-', ~ .
'./~ Ii' '::::-...W4 ~'~ 4><10",
a -:k: -,:. VV8 ~ ' ~ ' "
/~~ '~\,' // ~.....
/:-;::/ ~'.............. -y ~ ::::::::....... .
;', ~7 ,,:,0.j,: ...,,(/ 14-;':/ 1)11 fh, (II" CSb ~
;j;l?~ ' ~ MS"'9 MSH2S ~
4x8 = 13 12 11 10 9 4x8 =
3x611 4)(5= 4)(8= BJC8= 4x16 II
TH028 MSH29
5-3.0
5-3.0
9--7.8
......
14-0-0
448
20.0.0
5.().()
23-5.0
,.6.Q
2s.o.o
4.7.0
t"late vnse19 lA. 'r J: lL:V~V,I.r-I.-la.. .lo:~.U..t-I;)J, l'IU':V~-'t,v-P-~J
LOADING (psO
TCLL 25.0
TCDL 8.0
BCll 0.0
BCDl 7,0
SPACING 2"()'()
Plates Increase 1.15
Lumber Increase, 1.15
Rep Stress Incr NO
.code UBC971ANSl95
cSt
TC 0.68
BC 0.92
WB 0.a3
(Metrix)
DEFL in (laOC)
VertlLL) .{l,05 -S
Vert TL) .{l,07 8-9
Horz(Tl) 0,01 8
15t lC lL Mln Udefl = 360
I/defl
>999
>999
n1a
PLATES
MII20
GRIP
1851148
Wel9ht 162 Ib
'1\IBER
f i' CHORD 2X4 HF No.2
, .>VT CHORD 2 X 8 DF No,2
WEBS 2 X 4 IfFSPF Studl5TD -Except"
W12X4 HF Stud; W92X4HF Stud
Sheathed ..-.; _,:....
RIgid ceRing directly applied or 10.0-0 oc bracing,
Except:
6-().0 oc bracing: 10-11.
1 Rowatmidpl 7-10
,See "Web Brace Memo" tor
REAcnONS (Ib/slze) 8=184610-5-8. 2=653/0-5-8. 10=3872/0-4-2 (input 0-3-8) required T -Br'dce condition
Max Horz2=65(load case 4) , . 01 1\' II UOllS
Max Uplift2=-137(load case 5) , DeSIgn a con n
Max Grav8=1909(load case 1), 2=653(1oad case 1), 10=3872(1oad case V lateral bracing Is by ollie
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=38,2-3=-914.3-4-525,4-5=31. S-6=-128, 6'7=1008, 7-8=-1612
BOT CHORD 2-13=751.12-13=751,11.12=409.10-11=-873.9-10=1387, a.9=1387
WEBS' 3-13=52.3-12=-394,4-12=320,4-11=-545,5-11=-318,6-11=1098, 6-10=-1396, 7-10=-2597.
7-9=2205 '
.
BRACING
TOP CHORD
BOT CHORD
Vo,'EBS
NOTES, ' '" ....
1 I ,Unbalanced roof i1ve loads have been'<XInsidered for this design., ,. , '':V
2 This truss hes been designed for the wind loads generated by ao mph winds at 25 ft above ground level, using . (. p()'N~
7.0 psf top chord dead load and 7.0 psfllot1omchord dead load, 100 ml from hurricane aceanUne; on an ,
occupancy category I, condition I enclosed building, of dimansions 45ft by 24 It with axposura B ASCE 7-93 ,
per UBC97/ANSI95 If end verticals or cantilevers extsl they are exposed to wind. If porches exist, they are .._ 12/31/041
exposed to wind. The lumber DOLincrease 's 1.33, and the plate grip increase is 1.33' , ' lEXPIAATlON 0......:
3) This truss has been designed for a 10.0 psI. bottom chord live load nonconcurtent wilh any 'other live ioads per 'APR 0 a 20M, '
Table No, 16-B. UBC-97. '.t UJ
41 WARNING: ReqUired bearin~ size atjolnl(s) 10 grea1er than input beerin9size,
. 5 Provide mechanical eannect.on (by othelll) of truss to bearing plate capable ofwllhslandlng 1371b uplift eljoint
2 '
6l Girder carries tie-in span(s): 28-0-0 from 20-0-0 to 28-0"()
7 Use USP THD28 (With 16d nalla Into Girder & NA9D nails into Truss) or equivalent at 20.0-0 from the left end
. 10 connect lrusa(es) P2 (1 ply 2 X 4 HF) to front face of bottom chord.
8) Use USP MSH29 (WIth 10d nail. Into Girder & NA9D nails into Truss) or equivalent spaced 012-0-0 00 mel(.
, starting at 22-0-0 from the left end to ~6-lJ.O to <XInnecl truss(es) A2 (1 ply, 2 X 4 HF) to front face of bottom
OhOrd'd
tinue on page 2
..j'
A 'WARNING - VERIfY DESIGN PARAMmRS AND READ All NOTD ON THIS AND TRUSS DRAWING NOm; BEfOI!l: ~E.
OesgnvOlld tOt use onIyWlfh ~Tek _~. __.-'-_'M.~ TnIIdesgntsbalied orIV upon ..__..~._.illl"lown. and IS ~r cnlrldMdua bvIIdlngcomponent to be nloIIodondJoa::ted
ver1leOlt,f. '_~..': ~. -.,-:,;. 01 design porOmet811 CI"Id~" ..:.... _ _' _, otCanponer!11s rasponltlllltv 01 blJIding delIONIl" not tnm deslQMr. BlDChQ 1IhO'~ Is for lateral
klPI'OI! ollrd-.1duOl web members coy. .a.ddlltonallemp:,rary aaclng to hue IlabUlr, dJrIng Oonslructlcn Is the reilpOnslblllty ~f the etector. AdcIllonal permanent'
brochg 01 tie over~l structure Is the nuClOrul::lity of th. tddng de&lgl'lllr. Fa general guk:lonce regardn; fabrtcollon. quoH.., conb'oI. nOlogIJ, delvery, eracllon end.
brocr.g. consul Q$T-88 Quoity StondO!'d. DSB-B9 6roclng Spoelllcollon, O"ld HJ8..Q1 H::mdb'lo lnslQlllrg and BtQCt1g ReCQr'I"Imendol1Qn OVOloble hOl1'l Trust Plot. rntlMe,
583 D'Onofr1o Orlve. ~Kn 'M 53119. .
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ALDERW-l A8
ROOF TRUSS
11,
, , , Job Reference (opHonal)
;J:IJUU 6 r'stJ, 0 ."Vl. -;) NUl e ~ .nousmes, anc. fn l'\Pr l.14t ",u:UCiJ;:;U ,,"UY.:l
rBge ~
I~ I russ \..0'1 ~umner ~~^ , cUge~e Ul"\
"'-'"
- ~:II na;1 holes where hang~r is in ~ntaet with lumber,
'LiAD CASE(S) Standen:! '
1) Regular: Lumberlncrease=1.15, Plata Increase=l,15
Uniform Loads (pll)
~ Vert 1-5=-68.0, 5-8=-66.0, 2.1D~14.0, 8-10=-524.8
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A WARNING - VERWY DESIGN PARAMErERS AND READ All NOTES ON lHlS AND TRUSS DRAWING NQT<S BEFORe USE.
Oeslgnvalld1orUM only ~MIT.k n.. ...: .,~.lh.~ "basedClf'lylJPOf1 p(l'tnlotellll'1own. ad II fat ttl hcM:tuoI blJk:t'\g c _ ''-_ to be hsfaSlId met loaded
........neely. ~~Ity 01 dBlilgn,.. '. ".., and propet', _ __ ''- ..M',:'" ofcompon.ntlll~tiIlt-, otbMdlnO oetigner.nottn.. dlllig,..., BtactngVocwn II for Iof9roj
IVJ:lPort of 1ndMouol web member1 c:nIy. ~tIord temporary bracing to Insure Slobllty dVrt'o cOl'\ifTl.JCtll: tithe . ~~..~. .":-'~" Cf1ne "'~OI. ^<:ldmcnot,.. .'''._ ,.;...: .
blocng Of 'the OV'8fol t.INCt1Jre If Ih& respoNI:lIfIty or 1h& bu'lcIng designer. For ganoo:i gulda"le& regarclr\g 'tJCflCQftoI'\, ql.d1y COI"I'1OL dcroge. delvery. 8Alc!1on cr.d
broclng, co"'~ QST-ll8 QuoIty Stondad. 058089 Brochg SpecJftca!\on. 011d HIlMI -IcndUng Insfcl"lllg and 8raclng Reoomml!ndatI:x1 avdIClble ft'om Tnm Ploleln!inM9.
M.3 D'Onofrio ~'e. Mor:bon. YIISl119'
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SEP 01 2004 4:19PM
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, ROOF TRUSS
5 1
Job Reference \OPllOnall '
O.UW 5 reo ,b ""vu", ')yUI eK nousmes,!ne. nu Mar " Vtl':oXJ:U~ ..::W", I'"age 'I
': "-:J!r l,ruSS <'0" "umnsr .,,, I ~ugen;'..UK,
, , ,-1.0.0, 6-4-" .
~ ',.0-0' 6-4-1'
10-0.0
<1-7-5
14-7-5
<1-7.5'
, 20-0.0
~11
. :21-0.00{
1.0.0
'Scale -1:38.8
.c>>C4=
3
4
/1''-. '
"",,,.::>/ - '-~
' "'" _,0 .......
//' ,
e,oofl%' /j/' .... ,
2Jc4,,'..// '..........:::::-" 2lc4fl
"..--;::.....;..../ v <::::.___,,- 5
,........~ '1{}::--
/~ ",.......... // '~
, ~<:;:..../ ~~, /~ ',--~
~...# .... /.. .........
/ ..........-............ /.,/- . ~.................
ft 2,/;" .........~'>- /;.// ......~:._.........8. 7
~..../I;;;;,' ~.>~
I~/~ ~"J
". 3x5= 8 3x5~: .
3)(10 =
1040
, 0-0-0
20-0-0
10-0-0
t"'18te Ulls!ns l^, Y): L~V.":~~'~~J~IO:V-~-'t,_~"~!~.t-~~___
~
LOADING (pst)
TCLL 25.0
TCDL 6,0
BCLl 0.0
BCDL 7.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress Incr YES
'~Code UBC97/ANSI95
CSI
TC
BC
WB
0,36
0,93
0.27
DEFL In (Ioc)
Vert(LL) .{J.27 HI
Vert(TL) .{J,46 2-8
Horz(TL) 0.04 6
1st LC LL Min Udefl = 360
IIdefl
>878
>507
nle
PLATES
MII20
GRIP
185/148,
Weight 69 Ib
') \lBER
J"p CHORD 2 X 4 HF No,2
, BOT CHORD 2 X 4 Hf No.2
WEBS 2 X 4 HFSPF Stud/STD
.
BRACING
TOP CHORD Sheathed~. 1014" , p,..... , "
BOT CHORD, Rigid ceiling diractly applied or 1(}'o"() DC bracing,
REACTIONS IIblslze) 2=863/0.s-8, 6=86310-5-8 '
Max Horz 2=-34lload case 3)
.. Max Uplilt2~131(load case 5), B=-131(loadcaee 5),
FORCES lib) - FilSt Load Cese Only , '
TOP CHORD 1-2"14,2-3".1169. 3-4=.a47. 4-5=-847. ~~~ 169.6-7=14
BOT CHORD 2-8=1033,6-8=1033
WEBS, 3-8=-315, 4-8=443, 5-8~315
NOTES
1) Unbalanced roof live loads have been considered for this design. ' ' ,
, 2) This truss has been designed for the wind loads generated by 80 mph winos at 25 fl above ground Isvel, using
7.0 psf10p chord dead load and 7,0 psfbotlom chord dead load. 100 mi from hurricane oceanline, on an
occupanCy category I, condition I enclosed building, of dimensions 45 fl by 24 1\ with exposure 8 ASCE 7.93
per UBC97/ANSl95If end verticals or cantilevers exist, they are exposed to wind, If porches exist, they are
exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 '
3) This truss has been designed for a 10:0 psI bottom chord live load nonconcurrent with any other U,e.loads per
Table No. 16-8, UBC-97, '
4) Provide mechanical connection (by othelS) 01 truss to bearing plate capilble olwllhstandlng 1311b uplift eljoint
2 and 1311b uplift at joint 6. ' , '
. LOAD CASE(S) Standard
Oi$O~N'
8 200 '
<: r. L A.I\'tI .
I EXI'IIl$ ',l'2131f 01(--1
',j!-
Ii W!\, RNING - VEllIFY OESIGN PARAMrnllS AND READ "U: NOn;s ON THIS AND 1RUsS DRAWlliG NOm BEFOlli'U5E. 4-
OesgnVCldfolUSGonJy with M1Tekarn.c:IOl1.. Thb dellgnll baSed ortt\4Xlf\palJmoten IhooM'\. Q'ld btor cm~ buId~ __.,...., .u._ to btt Inrt:lI\Qd CI"l1j Ioodod .
verflcoly._~ 01 design pcI'OI'Mtenond Pro,*rca'~___::_~.Of .__....._~ _.lsr~bllly04biAdngd..gtWr-nottn,a,cle::dgrW. ~L'\OWnl$tOl'lahJl'ol ,
IUPportOj~c"'./ebm.rrbeIS.Ol1V., ..',. '.._, ...'". broc::lngtoln:iJ..r8st:1b.ry()JMgconstnx:1lonllthe.......~".....;.JClthgeTeC1or. Acd:la'lCllpermonenf
brocno of 1he overal &truclUe Is the ""pc)ncblfty of tho b~ dng' c>>sIgne,. Fa general Q\Adonee Tega:dng fc:btcotlon. quality ccntrClC. storage. clehlery. ered\ol"l and th
broeng. CQnsulr QST-M QuoItty $tl:;ndord, 0SIH9 Bror::lng Sp.eltlcctton. oncI HJ8..QI Hordlrig INlolng <rid BrachQ Rec ..' ". _~_:,:. ,avoDobIe from Truss Plata NtIlu1e, e& I\,U~CO.
5&O'OnofrloD-tve.Mad!sCn.'M5311Q,' . 'StII1DINGSUPPlymc.