HomeMy WebLinkAboutPermit Field Test & Inspection Report 2000-12-1
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KEATING
ENGfNEBUNG
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188 WEST B ST_';" IIJ)G P
SfIRIN6fIELI). OR "~""
~~~ (541) l2(;999i
FAX -~ -t54if~99ii
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Aea~~ng ~ng~neer~n8 LLC
~UOl
December It 2000
. i "w ." ,,- .
.F Date: ~No.ofPl" 7 .
To: ~ I
~ Company: ,f.,'.} ~,"~ ~.-.S~ (\.~-tk\
fA Faxl:. ~
From: S u:....C WmNG PI:
,,? KEA.""O ENGINEERING
II~ Fax. S41-~""6
Phone # .. ~1-n8-9995
Greg Lennox
7295 Eldwl:......L)
S~eld, OR 97478
Re: Retaining wall construction
Dear Greg:
After visiting the site and re-nmning some of the retaining wall ~
1MldQg our observations, reviewing your coDStruCtion photos, and the worl~
illl'UI,nded by C\;,,"~ax Engineers, we can conclude that the CMU retaining ~~
at the Iear of the structure is 'sufficient for 1he conditions. as described in t1:k
attached sketch, with the following provisions:
1..
No additional backfill WIll be installed against the present foundation
wall. A deck will be constructed at the .door line extending over thb
slopes now existing.
The soil will be profiled to allow for surface drainage of water. No
v.~Ilt'~I.ri)fiDg membrane was designed or installed for the CMU ~,
and leaks due to ground water are now unavoidable. If leaks are to be
eHtnitlated completely (which is not necessary for continued use of ~
house) the walls must be excavated on the exterior sides and a
'\\ .:o~... !,,'.'" ..OOg membrane installed. If you choose to do this we wit!
provide im'i.i,,,J.atiOll on how to do this most effectively at that time.
Otherwise, the swface will need to be profiled so that the surfaGe "liter
will be d4",~~ away from the I:<Alw.:.Jation area and around the bowk.
This will elimi1Ulfe most oftbe water nit is done f:'1,.I,'1fo.erly. There. if an
extremely impol1lJ111 p'ovision to all of this. Modem houses are sailed
up so tightly that there are lots of moistw'e related problems due to
condensation, especially within wall cavitiesl If'lllrGl.l;<1 is being adn1tted
into the sub--...~ oftbe house. the unavoidable water vapor will ell.
the interior air, and condense somewhere within the wall or ~i1ing
cavities, unless it is vented to the exterior (which is rarely ever i~
except sometimes atbatL. "'iJ"S). To help prevent this. The sub area
au""" be covered with a tight fitting vapor barrier, with edges overlapped
and taped, and the lI.t'JI.w edges lapped ~ the ~o~on walls and I
taped to the walls. This should keep the maor mo}.,\.w{,o levels 10 a
minimum and future decay ("cbymt"" h\U:I.I.& excessive moisture) to a
minimum.
The floor diaphragm is necessary to support the top-reactions of the
reta111ing walL We have detailed the floor to accept these loads, and
included a sketch oftbis..
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In addition to the above, there are some fiamiDg problems which we wouk like
you to address with the inspector, and coDSUlt with us as necessary:
1.
The wall studs in the garage have been broken at the floor line, wb. ch
does not meet code, and is not as strong as it needs to be. We
recommend cutting the intermediate plate at ea(;h stud 1... ~on aI1f)~
splicing the studs together. It would be possible to provide an
engineered solution for this which used fewer, shorter studs, but tht, cost
of the ~=...g would be better "i'~dt by ~~...ly adding new fulJl
height studs beside the existing ones and having a ~u,.....g assembly.
The .."'~i...'.ng in the floor assembly which perm.its passage of the lower
floor stairs is not flamed adequately, and should be revised by the
addition of more 2" trimmers for the full floor thickness, and hangers
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for the 1ji's. There also needs to be an 1 S" x IS" x S" deep pier at the
comer of the s1airs (at the ~.......!""~~) to account for the floor loads u.~g
down here.
2.
3.
The garage PUJL.al flame is not constructed a&:eonBng to code speciJ~
minimums, and needs to be re-done. or engineering t-",,,,i/ided to anrilyze
the support that can be achieved h..~ the front ently ~ and desiSmns
that to substitute for the P,Ortal :'u:.ue.
To deal with these ~L,;,.u.s, and others that the il>>J.."''''t...~ may identify. p)eascrcaU
me after the foundation inspection and we will address them aU at once. If you
ha\7e any questions, please feel free to c:all
Regards,
PE
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Keating Engineel1nQ LLC TiIfrIt: GREG LENNOX HOUse -1295 ELDERS' Job' 00-107
188 west B Street . Building P Dsgnr: s. KEATING 0lItIt: 3:09PM, 1 DEe 00
Oescriptian: EVALUATION Of CMU RETAINING 'HAll. TO
SpringfieJd. Oregan 17417 ALlOW FOR MODIFIED CONSTRUCTION
(541) 12H995 fax (541) 728-999G Scope: EVALUATE ReTAINING WALl. FOR N REBAR
'WWW: KEAnNG&NGtNEERlNG.COIl SPAceD 3r O.C, WITH FOO"NG JUs EVIQ8NT
I :t:.:;::I~",",5.tA"""M._ Square Footing Design I Page 1 .
~~~..".."<..._.._..~..__..__.."'..,.........__.._.....".,..__.,,. . ,--............ .. -, -.-""..,.." .--...,.-,.".. ..... ,....,,~~~~...~ ~.~
DesCri~on FOOTING UNDER STAIRS AT LOWER LEVEL
I
I~=F----"'--"I:f _____~~;..~~~;:"1I~~.
I SftartTerm Load 0.000 Ie #ofSals 2
S8iBmicZomt 3 Bar Size 4
oVeltuden WeIght 0.000 pat Rebar Caver 3.250 .
cOflaete weight 145.00 pc:f fc 2.500..0 psl
, Ll /1 ST Loads Combine Fy 60.000.0 '*
i LDad Duretion Fectal 1.000
I Column Oinl, ,I,., 3.50 In
1\ti!l:l1,. J.UlS LlllSJ.Uti!ti!I" J.lllS LL\.r
A
AI! ." ,,;... SaD Bearing
1,500.00 psi
I ~!~~~_"._.__w.".".. ..,........, ,'" '"....'"....." ..." .,"'".""',,.,.~,.... , "......, ",.. .."....",,,,,,,,,,,,,,,,,, ;,'"'.,_,,, "" ,.,,, .... ."...,....".".",..... """,.... ..,,,,,,,,,,,
."".."0..",,.. ,..".,,",....'"........,..~,.., ""..... ".",,,..,,,,..,,,,..,.,,...,,J
I ~~:;;;~U&ed 4.500 In AstoUSEptlffoatofWKfth o.o7Ciirk
I
; 200IFy 0.0033 Total All Req'd O.1131r12
I i As Req'd by Anat .,:... 0.0003 in2 Min AllcM " Reinf 0.0014
I I Min. ReInf% to Req'd 0.0014 %
l Summary 1 FoOting OK
11150ft square x B.Oin thick with 2- #4 bars
! Max. StlllIicSoil Pressure 1,207.18 psf Vu: AGtuaIQne.Way . 8.31 pGi
Allow S1aIIc SOlI Pressure 1,500.00 pst Vn*Phi : Alktw Cne-Way B5.OD psi
I
Max. Shor1 Term SolI Pnlsriure
AIICIW Short Term Soil Pre&1ure
I
1,2(17.78 pef
1,500.00 p&f
0.36 toft
5.02 k-ft
VI.I : ACIIaI Two-Way, 24.&4 pG/
Vn*Phi : ABow TWD-Way 170.00 psi
All .' '.. '" I Rebar $eIeolJonG:_
1 #4's 1 #5'$ 1 #6's
1 #7'. 1 #8" 1 "9'& 1 .10'&
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Keating Engineering LLC Title: GREG LENNOX HOUSE. 7295 ELOERSI ...~ fJ 00-101
188 ,....... B Street Bundl P Dsgnr. S. KEATING Date: 3'4SPM. 1 DEe 00
......... - n9 o.~ ~ EVALUATION OF CMU RETAINING 'NALL TO
Sprfngffelcf, Oregon "'417 ALLOW FOR MOOIFlEO CONSTRUlrTlON
(541) 721-9915 fax (541) 728-8t98 Scope: !!VAlUATE ReTAINING WAlL FOR 84 REBAR
WWW: KEATlNGENGlp.,d:rdNG.COIl SPACED 32" a.c. wrTH F..,.."..,fG lis EV10ENT
I E~~S'1~.'_199lI.",,"a Restrained Retaining Wall Design ~.moo-'.lClIll":~~:,~.'
DesCriPtIon
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R~led'Height
WlII/:heightaboVesoB III
Total w8D t /, .:,J.,(
I: :
lop SuP.PontieiGl1t
S/ape~WaII
Helt#d of SoIl OI/fIlToe =
Sail Derisity
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wind aft SIIIm
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I Su.1'~: ''''''./li I. Loads .....--- I
~~V=~~SlfdIngi'~
Surdlarge Over Tee eo 0.0 pst'
NOT Used far Sfiding & 011 ".., ,,0. ,;...
L AmlIJ LOfIII AppIiIIII CD $tern
1"..... I 1"tI'T"
AllllII Dead Load III 300.0 Ibs
A1ifaI Uve Load .. 650.0 lbs
Axial Load E..."". ,,-..~...'. 0.0 It
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.L_,.,V/VV
HJ;jV ~u.~u CtlA ii)'t~I_Ul1~110
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nt::tn..lll~ r.ll~.lJle"'l' .lJl~ 1..1..'"
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~ '...
1IfrA: -.
J I Sotl Dat:a
lfflUUO
:05006
..
4.00 ft
2.GOtt
6.ooft
Allow Soft S i,I ~ '.1, .. 1,600.0 pet
Equivalent Fluid Pressure Method
Heel AlANe Pressure == 45.0
ToeAdiver",-".,n '" 45.0
r.o..,,;.,)S7 '...."..,'.. c *.0
Water height (MI heel = 0.0 ft
FootinglJSoi1 Friction '" 0.300
Sol beJghl to f8nore
fgr ",."..,,;.~ preesure
, I fl. "'~111,1.,,, ,111as&~
rc = 2,500 psi Ft '" 60,000 psi
Mill. As % 'J Q.0014
Toe WicIh I 1.26 ft
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Heel Widlh ~ 1.42
TOlaH'..-,J~ Wldlh 2..61
e< 1 ~... J l~OO;,.,
rl".,~. ".1.' I"""...~.... I ~ Ul
K8V wtdIh l 0.00 In
Kev Depth "T 0.00 In
Key 0l8Iance from Toe 0.00 ft
Cover 0 Top" 3.00rn . Btm." 3.00 In
..
..
6.00 It
4.20 ; 1
12.2511'1
110.00 pet
...
0.00 In
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10.0 pal'
I Uniform Latl8ra1 LAId Applied 10 SIem -A
Lateral Load .. 0.0 #1ft
__Helg}tttoTop ~ O.DOft
...HelghttD Bottom :t 0.00 ft
I Ml, . ~ "'. fooCin!a load
--.:jT"
A4jacent Fooling Load
F .",;~ 'J Width
Eccenlriciy
WaR 10 Fig CL Oi&t
P"".~". ~
Base AboveIBeIaw SolI
at Saek: ofWaIJ
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l~~ SUmmary
TobiJ1&",..,;.,.. Load
...reSultant ecc..
j M~onry Stem t;O~on
m.l...,,. .. 8.00 In fm"
WdM.":'jll.." 78..0pcf Fa '"
S1em Is rlAcV to tDp of fooling
2'BIock Type '" Medium Weight "
SolId Grouted
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0.0 Ill6
0.00 it
0.00 in
o.ao ft
uneLoad
O.Oft
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2,275 Ibs
1.57 in
1.soo psi
24.000 psi
ShcrtTsrm"FBdDr ..
!quilt. SolId ita- ..
n RatIo (E6IP..m) ..
No S~ ""I~ ll:01l1i'''' .:..~.. I,
1.00D
7..eoo in
25.778
..
..
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Soil Pre=i!8ure . Toe" 60$ pst OK
SoIl Prea8ufe @ lie'lf.. 1,104 pst OK
ABowIble = 1.eoo pst
: SolI PreGs.Ire I.eG& Than AIowabfe
ACI FllCI,IndO"T()& '" 8A5p&f
ACI FactDred @ Heel eo 1,640 psi
~Shear. Toe t1I U psi OK
F. . ;.,' \I. Shear. Heel.. 6.2 psi OK
A/IowabIe = 85.0 psi
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R....,;.J,..n aClop ~ 49.6 IJ)a
Re.,:",'"dlt Boaom ;0 509.5 It>>
auum ~ R.etiD '" 2.1. OK
r "
$== Force ;
l~tCIO%r~'8Force.. -
I8l1Iit 100% FIlctIon Force = .
Add8d Fon:e Rec(d ..
-for 1~5 ~ 1 StabIDty =:
I FoOtirig D-;'.wn Results
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r;,.~.."..cf'PMs$an 0$ tlI8I
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MIl : u,wans '" 790
Mtt: DOlIl,,,",j 287
MIl.: ~ ~ $03
.At:1i5111.way Shear '" 8.61
~1-wav Shear '" 85.00
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Mmak;".l,"",
Top & &a.e
8IIIIft OK
2.84 ft
lJ 4
32.00 In
Cenler
3.81 in
8 Top IuJlpaIt
SalIn OK
6.00 ft
. 4
32.00 in
CenIer
U11n
CI~.i~'~.,1'11 ~;lIPlllJ;jlJ-.t
Rebar Size
Rebar SpIcing
Reoer PIeced lit
Rebar DeplI\ 'cr
Design D8tB
IbIF8 + faIFa .. 0.001)
Moment....Ac1ue .. 0.0 ft4
Ot;..",..,l....AIIowab1e '" 414.0N
Shear Force @ ttlis height iii 0.0 Ibs
Shear.._.AClluaI le 0.00 psi
Shear.....AIowabIe ... 18.38 psi
Rebar Lap R8quirecI .. 20,00 In
Rebar emb.,j...j""".:..,~tmtvf\..,j'IJ "l~ ~
OIIIerA._~S_ a 8'''"''-'1<11",..:
Toe: . 4 @ 18.00 In -or- Not rectd. Mu <II S" Fr
Heel:.4@18.00in -or- NGtnlq'cI,Mu<S.Fr
Key:: No key definecf <<-No key defined
:;:
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..
;;
;;
0.883
101.8 ft4
414.0N
509.5lb&
714.7..
682.5 Ibs
0.0 Ibs OK
0.0 Ib8 OK
L
UMO pst
G 1l4J
231M
237M
6.11 P8i
8$.00 psi
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etem OK
0.00 It
. ..
32.00 In
Edge
5.2511'1
0.39&
27Ult41
692.3 N
107.D lbs
522 psi
19.36psi
8.00111
~~/~U/UU n&u ~O;af rAA a~~f~O~~~O
Aea~~ng eng~neer~ng LL~
10 UU (
/".1
103007
Keating EnCful, HI':"" LLC TItle: GREG LENNOX HOUSE -72$5 ELDeRSI Job tJ QO..107
188 West B Street. Building P EL,p.... ~. KeATING Daile: 3'45PM. ~ DEC 00
I:!,.....d""".. ,.: evALUATION OfCMU RETASNtNG WAU. TO
Springfield. Ot8QOn 97471 ALLOW FOR MODIFIED CONSTRUCTION
(541) 726-1915 fax (541) 72W996 Sc:opa: evALUATE RETAINING WALL FOR~ REBAR
WWW: KEA 11M;J1l:i~~""ea:N."G.COIl SPACEO 32" a.c. WITH FOOTING 4S EVIDENT
I """s~O* I Pa 2 J
I E!.~~,.I..1I,_I991.~ Restrained Retaining Wall Design ~'G9'c;_d ":~",J.",
DeSCription
II :
1~.~_7~!~~._~'~~~':'''~'~'!~' ~!,!!~~~~i~~~~_~.~.~~~~.~~,!~~_~ ,,,L..__.~._.._ . ,~..".,.,..,.....I
17:. .""";"-[",,,.:.,Oft':..,.,,,,~,far_mgi.sonJll1llSSUF8.- . I
Sliding r .. ...5 ,Load & M" I ,'~, lSUmmary For FoolIng: FCIf'SoiJ Pnlssuftl ~
~/Sheat'@TopofFootin9 III -.307.0 Ibs M".. l@TopofFoolingAppliedfl'omSt8m .. I 00274.a N
HeelIAGljve Pressure .. .202.5
II I
Sliding Force = 50U ...
II :
Ner Moment USer For $01 PresSure CIIc:uIatIOI'l$
i I .z9S.9 ft..,
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s: ~'1ilJ8
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SUrcharge Over Heel
Aldal Dead Load on Stem ;;;
Soil OVer Toe
&.,..;.....".. 'Over-Toe
Stem Weight
;;;
Ibt;
850.0 ilia
140.41bs
Ibs
488.0 Ib8
ft
1.58ft
0.63 ft
ft
U8ft
U
1,S04.2ft-#
87.7ft..,
, ft...
741.Oft4
Soil Over Hee
F...",." Weigl
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