HomeMy WebLinkAboutBuilding Correspondence 2010-12-2
O~C-2-2010 12:01P FROM:HILL&OALE
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5418969205
TO: 5416893180
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HILL & DALE ENGINEERING. LLC
1850 OAK STREET SUITE C.
EUGENE. OREGON 97401
(541) 868-0667
FAX: (541) 896-9205
12/0211 0
Horizon Restoration
7235 SW Bonita Rd.
Portl -.' .224
ire Damage - Job #253-10
As you requested. a site visit was performed at the above location to inspect the fire and fire fighting
damage to the garage and utility room. The house and garage are estimated to have been constructed in
the early to mid 1900's.
The roofing material, sheathing and roof members at the east end oflhe garage will need to be replaced.
The existing framing members are 2x4 at 24" o.c., with ceiling joists at random, insufficient, locations.
The north side of the wall framing, at the east end of the wall will need to be rebuilt, due to fire damage of
the studs. The roof sheathing at the eave of the utility room has been damaged in one area. The utility
room wall finishes were in place, so the roof members were not open to view at time of inspection. There
is extensive smoke and water damage throughout the garage and utility room. In addition, due to the fire
damage debris in place on the garage floor at time of inspection, access to the roof members in the garage
was not available. This report is based on visual inspection from the landing at the utility room entrance
to the garage.
Due to the existing garage roofframing method of installation with the lack of a satisfactory tension tie
system, it is recommended to replace the entire garage roof using pre-manufactured trusses. Ifpartial
replacement of the roof system is desired to match the existing area that has smoke damage only,
calculations would need to be performed by this office to determine the size and spacing of the rafters, as .
well as an appropriate tension tie system for the entire roof system, with the required connections. It is
likely that the truss placement would be the most cost effective.
Calculations from this office for structural members to be replaced can be performed, if needed. If
additional issues come up during demolition, when structural framing members are open to view, contact
this office for an additional inspection. In addition, should a closer inspection ofthe garage roof members
be needed after there is appropriate access available, contact this office.
Thank you for this opportunity to be of service. If you have questions regarding this report, contact me at
541-868-0667.
Sincerely,
Pamela S. Hillstrom, P.E.
.1~2'~~11D
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MlI@
MiTek@
PDWER TD PERFCJR/tIL''''
Re: 19240p
Horizon( I 9240)MS
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by The Truss Company-Eugene, OR..
Pages or sheets covered by this seal: R32531397 thru R3253 1398
My license renewal date for the state of Oregon is June 30, 2012.
Important Notice: If visually graded lumber is used for the trusses covered by these designs,
see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use.
MiTek does not warrant third-party lumber design values.
December 14,2010
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI-1995 Sec. 2.
GENERAL NOTES
NOTE: ":"..':.~::::'::"""~=~~
.!i5:::;-'~~~-=~="'..
Composition Roof '=:!:r....=.~-:=.=:',,::;:==:'..-
Pitch: TC: 7.60/12 '=g:t;r=.:a5!:~~
Overhang: 0" ~=:::"..:"""_.~"'..---
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I IMPORTAN~_ I
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o LaYIW/ApprlWed Approval of Shop Dr8win1s me;ans Horizon Restoration
o LByOUIAppr""Bd BS Noted the configuration, bearin~ ocatlOns ~ 29336 Ai~ort Rood ~-~
and des~ criteria have een Eugene, R97402
DTru..EngineoMngAPp,o..d_ reviewe and approved. As contractor t41l688-8671 200 21st Street ISorinofieldl
you must verifY. and approve all Fax 541688-0412 -
o ~:o~'1nuringApllrCV.d C1imensions ana truss counts on 800699-8671 Model
DNctAPproved'R.~ub"'jt the layout. Trusses will be manufactured theTRUSSco. inc. .~~ REVISION# DATE
Signature as approved. ~, ]''12109/10 r'MS" loom%o 119240
Date: WWN.THETRUSSCO.COM NT'
Job Tn.., Truss Type Q~ Ply Horizon(19240)MS
R32531397
19240P A1GE GABLE 2 1
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LOADING (pst) SPACING 2-0-0 CSI DEFl In (Ioc) IIdefl lJd .PLATES GRIP
TelL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) nla nla 999 MT20 185f148
reDl 8.0 Lumber Increase 1.15 BC 0.09 Vert(Tl) nla nla 999
BelL 0.0 . Rep Stress Incr NO W8 0.06 Horz:(TL) 0.00 7 nla nla
BCDL 7.0 Code IRC2006fTP[2002 (Matrix) Weight:46lb FT=O%
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LUMBER
TOP CHORD
BOT CHORD
OTHERS
2X4HFNo.2
2X4HFNo.2
2 X 4 HF/SPF Stud/STD
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 DC bracing.
Mirek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS
(Ib) "
All bearings 12-0-0.
Max Horz1=110(lC 4) . '
Max Uplift All uplift 100 Ib or less at joint(S) 1,7, 11,9 except 12=-126(lC 5), 8=-126(lC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11,9 except 12=277(lC 1), 8=277(lC 1)
FORCES (Ib). Max. Comp.lMax. Ten.. All forces 250 (Ib) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) INind: ASCE 7-05; 1 OOmph; TCDl=4.8psf; BCDl=4.2psf; h=25ft; Cat. II; Exp B; enclosed; M\II,01=RS (low-rise) gable end zone;
cantilever left and right exposed; end verticallefl and right exposed: lumber DOl=1.60 plate grip DOl=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4:-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 7, 11,9 except
(jl:=lb) 12=126, 8=126.
10) This truss is designed in accordance wtlh tI1e 2006 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSlfTPI 1.
11) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall
verify that this parameter frts with the intended use of this component.
LOAD eASElS) Standard
I EXPIRATION DATE: 06/30/12 I
December 14,2010
A WARNlNG. Verifudai.gttparwaet~ U1lIdR&W NOT8S ONTJflSARD lNCLUDIW JI17BKREFBRBNCB I"AGBMll.7473 1"ftI. ID-'f18BEFORGU8B..
Design valid for use only with MiTek connectors. Th~ design is based only upon parameters shoY\ll'1. and ~ for on Individual building component
A.ppkabill"ly of design paramenters and proper incorporo~on at component is re5pon5ibi~ly of building designer - nol truss designer. Bracing shoVl'fl
is for lateral support of individual web members only. Additional temporary bracing to insure slability during construction is Ihe responsibilllly 01 the
erector. Additional permanent bracing at the overall structure is the responsibility 01 !he bu~ding designer. For general guidance regarding
~=~~f~~~i~ ~~I~~I~~g~~~:~~~ 1;~irJ\~~ ~~NbrL~~%e~~~~~~e 31~.N~I~~d%~~ ~11~~' DSB-89 and BCSI BuDding Component
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MiTek"
77T7GreenbackLane, Su~e 109
Cilrus Heights. CA, 95610
Job Truss Truss Type Q~ Ply Horizon(19240)MS
R32531398
19240P A2 KINGPOST 9 1
Job Reference lontional\
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7.250 s Nav 19 2010 MiTek Industries, Inc. Mon Dee 13 15:50:12 2010 Page 1
ID:A V6sEI3xeBPj EivIAeAhcbyAgDC-IVSI8RF3F Aqz8T qQqL VFKrxBKrOglWRmPnUz8ly91xS
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The Truss Co., Eugene, OR 97402
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LOADING (pst) SPACING 2-<>-0 CSI OEFl in (Ioe) IIdefl Ud PLATES GRIP
TelL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.07 8-9 >999 360 MT20 185/148
TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(Tl) -0.15 8-9 >918 240
BelL 0.0 . Rap Stress Incr NO we 0.20 Horz(TL) 0.01 7 nla nla
BCDL 7.0 Code JRC200SfTPl2002 (Matrix) Weight 45 Ib FT=O%
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4HFNo.2
2X6HFNo,2
2 X 4 HF/SPF StudfSTD
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-9-6 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
s allatlo e
REACTIONS (Ib/size) 1=525/0-5-8 (min. 0-1.8), 7=525/()"5-8 (min. 0-1.8)
Max Horz1=108{LC 4)
Max UpJift1::...108(LC 5), 7=-108(LC 6)
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1.2=-727/141,2-3=-544/151, 5-6::...544f151, 6-7::...727/140
BOT CHORD 1-9::...781512,8-9=-78/512,7-8=-78/512
WEBS 3-5=-805f225
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 100mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; end venical left and right exposed; lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-()"0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint{s) except Ut=lb)
1=108,7=108.
6) This truss is designed in accordance with the 2006 Intemational ResidentialCode sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI1.
7) This truss is designed for a creep factor of 1.25, which is used 10 calculate the lotalload deflection. The building designer shall verify
that this parameter fits with the intended use of this component.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or baCk (6).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform loads (pit)
Vert: 1-9=-14, 8-9=-34(F=-20), 7-8:::..14,1-4=-66,4-7=-66
EXPIRATION DATE: 06/30/12 I
December 14,2010
A irARlOM:i. '1~da.igtl ~_ andRBaDNrJf'B80NmfBAND fNCLUlJBlJII1181fRBFBIlBNCBPAGBJIlJ.74T.J rftI.I0.'088F.f'ORBUli8.
Design voITd for use only with Mtlek conneclors. This design is based only upon parameters sho\M1. and is tor an Individual bu~ding component.
Applicabmly of design paramenters and proper incorporation of component Is responsibi~ly of building designer _ not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stabmly during construction is the responsibimly of the
erector. Additional permanent bracing of the overall structure IS the responsib"fy of the buUding designer. for general guidance regarding
~~~~~~~'m~?Ji~ ~~t61~t=1~il~~~~ ~~ilf~\~~fs1dN~~~~?re~~~~~!le 31~,Nll~~~~~ ~1~~~' 058-8' and BCSI BuDding Component
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nn Greenbacll Lane, Su~e 109
C~rus Heights, CA 95610
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