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Property Description
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PROJECT DAIA
PROJECT DESCRIPIION:
UNDERPINNING OF EXISTING
ASSESSOR PARCEL NOr
PROPERry ADDRESS:
owNER(S):
COUNTY:
LEGAL DESCRIPTION:
rn
oat
'(gr
a,R = 40.00'
[ = I7.69'
SCATE: l" = 20'
LEGEND
PROJECT WORK AREA
UNDERPINNING OF EXISTING RESIDENCE FOR
FOUNDATION STABILIZATION, TEMPORARY
EXCAVATION ADJACENT TO FOOTING
(2'x2'x3'). ADJACENT pROPtRTIES WLL NOT BE
AFFECTED, TEMPORARY FXCAVATION IS
ADJACENT TO THE FOOTING TO THE DEPTH
OF THE FOOTING,
-.- - J
\\t
BUILDING FOR FOUNDATION STAEIUZANON
96930m6
AOI S BAY I.N.
PORT LUDLOW, WA 98365
PEIER BROWN & JANET MCKINNON
JEFFERSON COUNW
o_rf
0tozJ
JURISDICTION:
ZONING:
LUDLOW POINT TRACTS 8
JEFFERSON COUNTY
MPR-SF.4 (MAS]ER PI-ANNED RESORT.
STNGLE FAMTLY)
0.29ACRES (r2.395 SO Fr)
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GAPACT
LOT AREA:
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.1. GENERAL STRUCTURAL NOTES:
REFER TO SUESEOUENI PI.AN AND DEIAIL NOTES FOR VARIATIONS AND REOUIREMENTS
SPECIFIC TO REFERENCED PROJECT.
NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAT NOTES.
2. DESIGN CRITERA:
BUILDING C0DE CONF0RI,|ANCE (MEEIS 0R EXCEEDS REOUIREMENTS):
2015 TNTERMTToML BU|LDING CoDE (tBC)
2015 TNTERNATToMI RES|DENT|AT CoDE (RC)
DEAD LOADS:ROOF DEAD IOAD
FLOOR DTAD LOAD
WALL DEAD LOAD (STUCCO)
DECK DEAO LOAD
BRICK CHIMNEY DEAD IOAD
CONCRETE
LIVE LOADS:ROOF SNOW IOAD
DECK LIVE IOAD
FL00R UVE LoAD (RESTDENT|AL)
3. I,IATERIATS:
BRACKEI PLATES - Aslr,t AJ6
(MIN YIELD STRESS, FY = J6 KSI / MIN IENSILE STRESS, FU = 58 KSt)
PIER TUBES - ASTM A5OO GRADE B OR C
(MIN YIELD STRESS, FY = 50 KSI / MIN IENSITE STRESS, FU = 55 KSI)
EXTERNAL SLEEVE - ASTM A5OO GRADE 8 OR C
(MIN YIETO STRESS. Fy = 50 KSI / MIN IENSILE STRESS, Fu = 62 KSI)
PIER CAP - ASTM A529 GRADE 50
(MIN YIELD STRESS. FY = 50 KSI / UIN TENSILE STRESS, FU = 65 KSI)
ALL_THREAD ROD - ASTM AI93 GRADE 87
(MrN YttLD STRESS, Fy = --- / ilN TENSTLE SIRESS, Fu = 125 KSr)
STEEL ANGLE SMPES - ASTM A36
(MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS. Fu = 58 KSD
SHAFT COUPLER - ASTM A51J IYPE 5
(MIN YIELD STRESS, FY = 70 KSI / MIN IENSILE STRESS, FU = 87 KSD
SHAFT COUPLING HARDWARE - GRADE 8 BOLTS IYITH NUTS
HELIX PI,ATES (ROUND SHAFI) - ASTM A572 GRADE 50
(MlN YIELD STRESS, Fy = 50 KSI / MIN IENSILE STRESS, Fu = 65 KSI)
4. IYELDING NOTES:
CONFORM TO AWS 01.1. IYELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS
REQUIREMENTS. USE E7O ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.
5. cORROSroN PROTECTI0N:
S{CRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS
DUE TO CORROSION FOR BI.ACK. UNCOATED STEEL. ANCHORS ARE DESIGNED FOR sO-YFT{R
SCHEDULED 9qCRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC]58.
6. INSIALLATION:
SYSTEM TO BE INSTATLEO PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION
PRESSURE IS TO BE DEIERMINED BY THE FOLLOWING EOUATION:
PUSH PIER INSTALL{TION PRESSURE (PSI):
IDESTGN rvoRKrNG LoAD] x [FS = z] ,/ [HyDRAULtc RAM ARE = 9.62 tM]
MINIMUM INSTALLATION DEPTH IS 10,_O"T UNO.
SQUARE SHAFI HELTCAL TTEBACK TNSTAL| AT|0N ToROUE (F[-LB):
[DESIGN WORKING LOAD] X [FS = 2] / IEMPERICAL TORQUE CORRELEATION FACTOR, KI =
10 rrll
MINIMUM INSTALT,ATION DEPTH IS 10,-0.1 UNO.
CONTACT ENGINEER OF RECORO IF FIELD CONDITIONS DIFFER.
7. PUSH PIER SPLICING:
PILES ARE ]O BE GRAVN"Y SPTICED VYIIH FITTING COUPLERS. BUILDING
WEICHT IYILL ENSURE JOIMS DO NOT SEPARATE.
8. HELICAL PIER SPLICING:
HETICAI LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED
WITH GMDE 8 BOLTS WIIH NUTS.
9. INSPECTION & TESTING:
CONTINUOUS SPECIAL INSPECTION IS REOUIRED DURING INSTALI-ATION PER
20't5 tBc sEcTroN r810.4.12.
THE SPECIAT INSPECTOR/GEOTECHNICAL ENGINEER IS RESPONSIBLE FOR
VERIFYINC AND RECORDING THE FOLLOWING:
-PRoJECT DESCRTPT|oN (ADDRESS, |NSTAU,AT|oN DATE, pERMtT NUMBTR)
-FOUNOATION SUPPORTITORKS INSTALLER CERTIFICATION
-PILE AND BRACKE'T CONFIGURATION
-PART DESCR|PT|oN (PRoDUCT MANUFACTURER, BRACKET typE, ptER TypE, ptER OUTSTDE
DIAMEIER, PIER WALL THICKNESS)
-PIER INCTINATION, LOCATION, DEPIH, AND INSTALI.ATION PRESSURE ACHIEVED
IOAD TESTING SIiALL BE PERFORMED IN ACCORDANCE WITH ASTM MEIHOD 01143 (OUICK MEIHOD) ON 20
PERCEM 0F PrERS AND tVtLL BE SELECTED By THE SPECTAL |NSPECToR/GEoTICHN|CAL ENG|NEER. AN
ALTGNMENT LoAD (AL) SHALL BE AppLtED TO THE ptLE pRtOR TO SETTTNG THE DEFLECTTON MEASURTNG
EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE TI-IAN IOZ OF THE DESIGN
LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWNG SCHEOULE.
15 PSF
15 PSF
18 PSF
12 PSF
39 PSF
150 PCF
25 PSF
60 PSF
40 PSF
DL
DL
DL
DL
DL
DL
DL
DL
DL
0.75
r.00
r.25
't.50
1.25
r.00
0.75
0.50
0.25
TEST LOADING SCHEDULE
AL (.10 DL MAx)
0.25 0L
0.50 DL
HOLD TIME
O MIN.
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL STABLE
UNTIL
UNTIL
UNTIL
UNTIL
UNTIL
MAX DIFLTCTION
HOLD FOR CREEP TEST (SEE BELOW) O.O4 INCHES
STABLE
STABLE
STABLE
STABLE
STABLE
LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BT NO GREATER THAN O.O4 INCHES IIITHIN A 10 MINUTE
PERIOD. IF MOVEMENT IS OBSERVEO GREATER THAN O.O4 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD
TEST SitALL BE HELD FOR AN ADDITIOML 50 MINUTIS, THE PIER IS TO BE DEEPENED AND RE-IESTED, OR
THE PIER IS TO BE ABANDONED AND REPI-ACED WITH A NEIV PIER. IF ]HE LOAD TEST IS TO BE HELD THE
PIER MOVEMENTS SHALL BE MEASURED AT 15,20. JO,40.50. AND 60 UINUTES. THE CREEP VERSUS THE
LOGARITHM OF TIME SHALL BE PLOITED. IF THE CREEP RATE IS LESS THAN O.O8O INCHES BEIV{EEN 6 AND
60 MINUTES, THE IOAO TEST SHALL BE CONSIDERED SUCCESSFUL.
PUSH PIER TEST PRESSURE (pst): [DESIGN LOAD] x 1.5 / 9.62 tc.
10. EXISTING LIIILITY LINES:
CONTRACTOR TO REPAIR I,,TILfi LINES THAT MAY BE DAMAGEO DURING
INSTALLATION.
NOT PI.ACE PIERS DO NOT PLACE PIERS
FROM FROM ENGINEER
GENEML NOTES
REVISIONS
_l+
PROJECT NO:
MFRl&r5r
DESIGNED BY:
OH
DRAWN BY:
DH.fuH
CHECKEO BY:
CVR. JLD
DATE:
%l&m19B
NO PIER PLACEMENT ZONE SHEfl NO:
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SCALE: NTS
GENERAL REOUIREMENTS
GOVERNING C0DE: The 'lnternotionol Euilding Code', 2015 Edition Code os odopied ond
modified by the Cily of Porl Ludlow, IVA sholl govern design ond construction.
REFERENCE STANMRDS: Reference to ASTM ond other stondords incorporote these stondords
into the controct os though included in their entirety. Relerence to o specilic Section does
not reliwe lhe controctor from complionce with lhe entire stondord. The lotest edition of
the stondord sholl be used unless o specific dote is indicoted.
DEFINITIONS: The following definitions cover the meonings of certoin terms used in these
notes:
'Archilect / Engineer' - The Architect ond the Engineer-of-Record.
'Prepored by o Speciolty Structurol Engineer' - Prepored by or under the direcl
' superyision of o Speciolty Structurol Engineer (SSE) with o structurol license issued by
the Sfote of Woshington. Submittols sholl be stomped ond signed by the SSE.
'Submit for review' - Submit to the Architect/Engineer Ior rryiew prior to ,obricotion or
.construction.
NOTE PRI0RITIES: Notes on the individuol drowings govern over notes on this sheet.
SPECIFICATIoNS: Refer to lhe specificotions lor informotion in oddition to thot contoined in
these notes ond the structurol drowings.
STRUCTURAL DErAILS: The structurol drorings ore intended to show the generol chorocter
ond extent of the projecl. They ore nol intended to show oll detoils o, the work. Detoils
noted 'lypicol' opply to similor work lhroughout the project unless noted seporotely.
STRUCTURAL RESPONSIBILIIIES: The structurol engineer is responsible for the strength ond
stobility of the primory structure in its completed rorm.
C0NTRACIOR RESPONSIBILITIES: The controctor is responsible for the meons ond methods of
construction ond oll job reloted sofety stondords (i.e. oSHA). He is responsible lor the
strength ond stobility ol the structure during construction. He sholl provide temporory
shoring, brocing ond other elements required to mointoin stobility until the slructure is
complete. lt is the controctor's responsibility to be fomilior with the work required in the
construction documents ond the requirements for executing it properly. The controctor sholl
of his discretion employ o Woshington Stote registered structurol engineer for dcsign of
temporory brocing ond shoring.
OISCREPANCIES: ln cose of discreponcies between the specificotions, relerence stondords ond
the governing code, the Architect/Engineer will deiermine which sholl govern. Discreponcies
sholl be brought to the ottention of the Architect/Engineer before proceedinq with the work.
SIIE_JE8[E]CAI0N: The controctor sholl verify oll dimensions ond conditions ot the site.
Conflicts between the drof,ings ond ocluol site conditions sholl be brought to the otlenlion
ol the Architect/Engineer belore proceeding with the work.
CONSTRUCTION LOADS: Loods on the structure during construction sholl not exceed the
design loods os noted in DESIGN REQUIREMENTS below or the copocity of portiolly completed
construclion.
ALTERMTES: Alternotes for specified items moy be submitted to the Architect/Engineer for
review.
DESIGN REOUIREMENTS
DESIGN REOUIREM ENTS (CONTINUED)
SEISMIC 0ESIGN: Seismic Design Cotegory D, Soil Site Closs D, I = 1.0,
R = 6.5, Ss = 127.17, S1 = 51.32, Cs = 0.130
Bosic Seismic Force Resisting System: Light-fromed
wolls sheothed with wood structurol ponels roted for
gheor resistonce
REFERENCE SIANDARDS: Conform to IBC Chopter 18 "Soils & Foundotions.'
DESIGN SOII VALUES: (ALL VALUES ARE ASSUMED):
DEFLECTI0NS; Totol Lood Deflection Limit
Live Lood Deflection Limit
SOILS AND FOUNDATIONS
Allowoble Foundotion Pressure
Possive Loterol Pressure
Active Loterol Pressure (unrestroined)
Active Loterol Pressure (restroined)
Coefficient of Sliding Friction
FOOTING DEPTH: Exlerior perimeler lootings
lnterior lootinqs sholl beor not less ihon 12
CONCRETE RETNFORCEMENT
15OO PSF
1s0 PSF/FI
40 PSF/fl
50 PSF/FT
0.45
sholl beor not less thon 18 inches below finish grode.
inches below finish floor.
(r)
(4)
(s)
(6)
REFERENCE STANDARDS: Conform to;
(1) ACI J01-14 "Stondord Specificolions lor Structurol Concrete', Section f,'Reinrorcemenl ond
Reinforcement Supports'.
(2) ACI SP-66 'ACl Detoiling Monuol' including ACI J'15-99 "Detoils ond Detoiling of Concrete
Reinforcemenl'.
CRSI MSP-1 'Monuol ol Stondord Proctice".
ANSI/AWS 01.4 "Structurol lYelding Code - Reinlorcing Steel'.
IBC Chopter 19, 'Concrete'.
ACI 118-14 ond ACI 318R-14.
SUBMITIALS: Conform to ACI Jol Sec J.1.1 Submittols, doto ond drowings'. Submit plocing droxings
showing lobricotion dimensions And locotions for plocement of reinforcement ond reinforcement
supports.
IIATERhLS:
Reinforcing Bors ASTM A615, Grode 60, dcformed bors.
FABRICATION: Conform to ACI 301, Sec 3.2.2. 'Fobricotion', ond ACI SP-66 'ACl Detoiling Monuol'.
llELOlNG: Bors sholl not be welded unless outhorized. When outhorized, conlorm to ACI 501, Sec
5.2.2.2. 't!/elding' ond provide ASTM A706, grode 60 reinforcement.
PLACING: Conform to ACI J0't, Sec 3.3.2 "Plocemenl', Plocing toleronces sholl conform to IBC Sec
1907.5,'Plocing Reinforcement.'
CONCREIE COVER: Confom to the following cover requirements from IBC Section 1907.7 ond ACI
301, Toble 3.3.2.3:
Concrete cost ogoinst eorth 3'
Concrete exposed to eorth or weother 1l
REVISIONS
PROJECT NO:
MFRr&1 51
OESIGNEO BY:
DH
DMWN 8Y:
OH.AJH
CHECKED EY:
CVR - JLD
DATE:
0+l&m19
SHES NO:
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GENEML NOTES
IYIND DESIGN: 2015 IBC Wind Speed ol 110 mph (J-Second Gust), Exposure D, I = 1.0
L/24o
L/J60
S,
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GENEML NOIE
OETAILS
CONCRETE REINFORCEMENT (CONT.)
}TOTERhLS:
Reinforcing Bors ASTM A615, Grode 60, deformed bors.
FABRICATIoN: Conlorm to ACI J01, Sec 3.2.2.'Fobricotion', ond ACI SP-66'ACt Detoiting Monuol'.
WELDING: Eors sholl not be welded unless outhorized. lYhen outhorized, conlorm to ACI 301, Sec
3.2.2.2. llelding' ond provide ASTM A706, grode 60 reinforcement.
PISINQ: Conform to IGI 301, Sec 5.J.2 'Plocement'. Plocing toleronces sholl conform to IBC Sec
1907.5,'Plocing Reinlorcement.'
CONCREIE COVER: Confom to the folloring cover requirements from IBC Section 1907.7 ond ACI
J01, Toble 3.3.2.3:
Concrete cosl ogoinsl eorth J'
Concrete exposed to eorth or weother 1l
SPLICES: Conform to ACI 301, Sec J.J.2.7. Refer to 'Lop Splice Schedule', on S4.7 for typicot
sPlices. Splices shown on individuol sheets control over the schedule. Use Closs B splices unless
noted. Mechonicol connections moy be used when opproved by the Engineer.
FIELD BENDING: Conform to ACI 301 Sec J.3.2.8. 'field Bending or Stroighiening'. Bor sizes fJ
through f5 moy be lield bent cold the first time. Other bors require preheoting. Do not twist bors.
CAST.IN.PLACE CONCBETE
REFERENCE STNDARDS: Conlorm to:
concrete sholl be mixed ond ploced in occordonce with ACI J1E-14.
301-14'Speciiicolions for Structurol Concrete'.
Chopter 19 'Concrete'.
FIELD REFERENCE: Keep in controctor's field office o copy ol ACI Field Reference monuol, SP-15(10),
'stondord Specificotions for Structurol Concrete (ACl 301) with Selected ACI ond ASTM Reierences'.
CONCREIE MIXTURES: Conlorm to ACI 301 Sec 4 'Concrele Mixtures'.
I*{TERhLS: Con{orm to ACI 301 Sec 4.2.1 "Moleriols' for requirements for cementitious moteriols,
oggregotes, mixing woter ond odmixtures.
SUBMII"TALS: Provide oll submittols requlred by ACI J01 Sec 4.1.2. Submit mix designs for eoch mix in
the toble below.
TABLE OF MIX DESIGN REOUIREMENTS
Member Type/Locoiion
Test
(psi)
Strength
Age
(Doys)
Mox
Aggr.
(lnch)
Mox
w/c
Rotio
Air
Cont.
(z)
Foundotions (Residentiol)2500 ,e I
FoRM{IoRK: Conform to ACI 301 Sec 2 'Formwork ond Form Accessories'. Removol of Forms sholl
conform to Sec 2.J.2 except strenglh indicoted in Sec 2.5.2.5 sholl be 0.75 f'c.
MEASURING. MlXlNG. AND DELIVER/: Conform to ACI 501 Sec 4.5.
MNDLINC. PLACING. CONSTRUCTING AND CURING: Conform to ACI 301 Sec 5.
EMBEDDED ITEMS: Position ond secure in ploce exponsion joint
moleriol, onchorc ond other structurol ond non-structurol embedded
items before plocing in concrete. Conlroctor sholl reler to
mechonicol, electricol, plumbing, orchitecturol drowings ond
coordinote for other embedded items.
SIRUCTURAL ENGINEER CONTACT:
JEFF FITCH, PE
SFA DESIGN GROUP
9O2O SW IVASHINGTON SOUARE ROAD, SUITE 505 PORTI,AND, OR 97223
oFFICE: 50J-641 -831 1
SOIL ENGINEER CONTACT:
ERIC SCHELLENGER, PE
ASPECT CONSULTING, tLC
522 SW sTH AVE #1300, pomLANo, 0R 97204
0FFlcE: (971)-865-5E90
PROJECT N0: 180602-02
(1) Ail
(2) Acr
(3) tBc
REVtS|ONS
PRO'ECT NOI
MFRtSl5l
DESIGNEO gY:
DH
DMWN BY:
DH.ruH
CHECKED BY:
CVR. JLD
DATE:
041&2019
SHEET NO:
sl.3
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REFERENCE S1.1 & S1.2 FOR GENERAL REQUIREMENTS
CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF
DISCREPANCIES BEIIYEEN FIELD CONDITIONS &
THosE sHowN rN THESE DocUMENTS pRroR To I
CoNSTRUCT|oN/|NSTAL| AT|oN 0F ptERS Typ
.+ TNDT0ATES (E) coNc STEMTVALL oN (E) coNc FooTtNG
(CoNTRAoToR T0 VERIFY 6'trx1'-6'/a'-0"/s'-0'l9'-0'H (E)
coNC STEMWALL AND 1'-2Yxt0'Dp (E) CoNC FooT|NG MtN Typ
IA
x/sx.x
2.J75', P|PE PttE W/ 0.154'TH|CK WALL
MINIMUM 1O'-0. INSTALI.ATION DEPTH
DRIVE UNTIL LESS THAN 1. MOVEMENT IS OBSERVED IN A 1 MIN
T|ME SPAN W|TH A 11018 (0R 14018) PNEUMAT|C HAMMER
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DEMO (E) STAIRS &
L6x6x72x3'-0" TYP
L6x6x 72x9'-8'
TOTAL
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5. @ rNDrcATEs tocATtoN oF FSt 288 pusH ptER tY/ FSt FS2SBBL oR FS|2EBB
FoUNDATToN BRACKEI PER D[rAtLS 0N S4.1 & S4.2 ((17) ToTAL)
PUSH PIER INSTALLATION NOTES:. trlAX LOAD T0 ANCHOR = 1J,538LBS1'-0'2.875'0 P|PE P|LE W/ 0.165'THICK TVALL
3.5'0x48' LONG PIPE SLEEVE W/ 0.216" WALL
MINIMUM 10,_0. INSTALI.ATION DEPTH
MINIMUM 29OO PSI INSTALLATION PRESSURE
. MINIMUM 14, TOUIOITIOru LIFI DURING INSTALIATION
6. @ TNDTcATES LocATroN oF 23/r'o etn prLE w/ FSt FS2JB8
FOUNDATION BRACKET (PER DEIAILS ON S4.5 ((6) TOTAT)
PIN PILE INSIAIIATION NOTES:. I{Ax LOAD T0 ANCHOR = 5,E58 LBS
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LA]IRAL HELICAL TIEBACK INSTALLATION NO]ES:. MAx LOAD T0 ANCHOR = 6,994 LBS
a. fSlrHotcATES HAlso HELIcAL LATERAT REsTRATNT srsTEM pER
DETATL 1/s4.6 ((1) ToTAL)
1.5. SOLID SOUARE SHAFT TIEBACK INSTALLED AT A 3O'*2'ANGLE FROM
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MINIMUM 20,-0" INSTALLAIION DEPTH & JOOO I.3-FT INSTALLATION TORQUE
REVISIONS
FOUNDATIO PIER LAYOUT PLAN
SCALE: |r'=1'-g'
PROJECT NOI
MFRIS-l5t
OESIGNEO BY:
DH
DMWN AY:
DH. fuH
CHECKED BY:
CVR. JLD
DATE:
M-r 8-20r ILAIERAL HELICAL TIEBACX INSTALLATION NOTES:. MAX LOAD T0 ANCHOR = 9,055 tBS. 1.5. SOLID SQUARE SHAFT NEBACK INSTALLED AT A ,15'12' ANGLE FROM
HORIZONTAL, 8/10"0 HELIX w/ 0.25' FILLET wELDs EA SIDE 0F HELIX T0 PIPE PILE. MINIMUM 20'-0' INSTALLAIION DEPTH & 3000 LB-FT INSTALLATION TORQUE
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PROJECT NO:
MFRl&r51
OESIGNED BY:
DH
DRAWN W:
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CHECKED W:
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OATE:
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SHEET NO:
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PROJECT NO:
MFRl8-1 51
DESIGNED BY:
DH
DRAWN BY:
DH.NH
CHECKED Wr
CVR - JLD
DATE:
&1&m19
SHEET NO:
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CHECKEO gY:
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Donna Frostholm
Sent:
To:
Cc:
From:Matvey < a I lysonc@ gomatvey.com >
Friday, April 25, 2019 3:45 PM
Donna Frostholm
Sally Ellis
Re: Brown Permit Application
Nicel Thank you Donna!
Allyson Chang
Permit Coordinator
(2s3) 6s6-1883
On Apr 26,2019, at 3:03 PM, Donna Frostholm <DFrostholm@co.iefferson.wa.us> wrote:
Allyson,
lf there is no expansion beyond the existing foundation, then a shoreline exemption is allyou need. The
fee for the shoreline exemption is 5658 (in addition to building fees).
Regards,
Donna Frostholm
Jefferson County DCD
From: a llvsonc@gomatvev.com <a llvsonc@gomatvev.com>
Sent: Friday, Apri|25,20191:40 PM
To: Donna Frostholm <DFrostholm @co.iefferson.wa.us>
Subject: RE: Brown Permit Application
Hi Donna,
Thank you for your reply. No. The construction will not be expanding any
foundation. This project is just to stabilize the foundation. No extensions or increases
of foundations are in the plan.
Best Regards,
Allyson Chang
Permit Coordinator
Matvey Foundation Repair
1912 S 146th St, SeaTac WA 98168
cell: 253-656-1883
Subject:
1
----Orig inal Message-----
From: "Donna Frostholm" <DFrostholm@co.iefferson.wa.us>
Sent: Friday, April 26, 2019 1:27pm
To: "allysonc@qomatvey. com" <allvsonc@qomatvev. com >
Subject: RE: Brown Permit Application
HiAllyson,
Your form came in yesterday afternoon so I have not yet had a chance to look at the
proposal in much detail. lt appears that it will need a shoreline application. At a
preliminary glance, the hatching on the site plan indicates that the proposed work will
increase the size of the foundation both waterward and into the S-foot side setback. ls
this correct?
I am working under a deadline today. I will try to get back to you later today, but early
next week may be more likely. ln the meantime, please clarify the extent of the project
relative to the existing foundation.
Regards,
Donna Frostholm
Jefferson County DCD
F rom : a I lyso nc@q omatvev. com <al lysonc@qomatvey. com >
Sent: Friday, April 26, 2019 11:49 AM
To: Donna Frostholm <DFrostholm@co.jefferson.wa.us>
Subject: FW: Brown Permit Application
Hi Donna,
My name is Allyson Chang and ! am the permit coordinator for Matvey Foundation
Repair. I have a permit application that is ready to submit and just need to know the
amount of the permit app fee so I can send it with the check.
Best Regards,
Allyson Ghang
Permit Coordinator
Matvey Foundation Repair
1912 S 146th St, SeaTac WA 98168
cell: 253-656-1883
----Orig inal Message-----
From: "Sally Ellis" <SEllis@co.jefferson.wa.us>
Sent: Friday, April 26, 2019 11:24am
To: "aIlysonc@qomatv " <allvsonc@qomatvev.com>
Cc: "allysonc@qomatvey.com" <allvsonc@qomatvey. com >
Subject: FW: Brown Permit Application
Allyson
I enter the CAI\/ yesterday and it has been routed to Donna Fronstholm for her review
You can reach Donna at dfrostholm@co.iefferson.wa.us
2
Sally l. Ellis
Jefferson County Conrnrunity f)evclopment
Permit'fcchnician
621 Sheridan St., Port Townsend, WA 98368
Mon-Thurs 9am - 4:30pm, closed from 12-1
Ph: 360-379 -4452 Fax: 360-379-4451
s e I li s (O co. j effe rso n.wa.u s
http : //www. co. j e ffe rs o n.wa. u s
From: allvsonc@gomatvev.com < >
Sent: Friday, April 26,2019 9:00 AM
To: Sally Ellis <SEllis@co.iefferson.wa.us>
Subject: Brown Permit Application
Hi Sally,
I was just wondering if you were able to speak with the land guy to see if the fee needed
to be included in the permit application for parcel number 969300006 (Brown,
Peter)? Also, if you were able to get the total cost so I can send the permit application
out today?
Thank you,
Allyson Ghang
Permit Coordinator
Matvey Foundation Repair
1912 S 146th St, SeaTac WA 98168
cell: 253-656-1883
3