Plans IRRS (NIAZI) FOUNDATION REPAIR ,...--.07-2( :'.:-rip. QJ
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15166 SW HARVEYS VIEW AVE i`. i % 0;1. F.
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TIGARD,0R 97224 `
TAX LOT ID#:2S110CB11700 t , , 3 " ' , Z
SPECIAL. INSPECTION REQUiki, — I-'
State of Oregon Structural<Spectat` Code 1 — — — — 1za.so' — — — — — — — f s . . I ' ,r=.. �ll o
❑ Concrete and Reinforcing Steel
Approved plans mec 1, Y
6 shall be on job s {
Bolts Installed in Concrete P 1
i7 Special Moment-Resisting Concrete Frame 7 I ''' WN S)
COVERED DECK OUTLINE
❑ Reinforcing Steel &Prestressing Steel Tendon ls ` 56-O' 10'-0° IMPERVIOUS AREA U
DRIVEWAY/PATIO: 600 SF !!-'ii` 1
t� Structural Welding I _ / / ROOF AREA: 2813 SF n `'
� so, �
oo TOTAL 3413 SF y Z
❑ High-Strength Bolting ti / o� v_
/5'-0 (E) RESIDENCE o c=
0 Structural Masonry o ,
2977 54 FT coN
1a-0^ LOT AREA J
O Reinforced Gypsum Concrete i F
`( s- GENERAL LOCATION OF TOTAL 6946 SF //
❑ insulating Concrete FillI N �` (N)HELICAL PIERS,TYP. ' , ��
SF 1 V° 16'-0" OF 2 SEE FOUNDATION '
❑ Spray Applied Fire-Resistive Matersls i --__ '\.6 /1p1 PLAN ON SHEET S0.1.
RDX ).1-
re! CITY:°TDI
Pilings, Drilled Piers and Caissons o REVtEWhD PO :GC:
OMPLIANCE0TN d
❑ Shotcrete �, a iB'-D° Approved: [ a I - OTC: I . z 0❑ Special Grading,Excavation and Filling -' > o w❑ Smoke-Control Systems � Permit#: j-� o i e f z a >
Address: a z
15 I�� 51r1 I�c�r✓eYS ✓i eve( W
i3 Other Inspections �, Suite #: o o 5
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= By: Date: 1. 7,+1� _ o
MAIN ENTRANCE
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LIABILITY I n 7F �n$��c�\ of �►�� WC�� �-p ,� P� (ir� Q ?,D < o
The City of Tigard and its °' r�r� 1pc>�IL� �� , ° w " CV 0
employees shall not be �— M V
responsible for discrepa(Hr� AY — 1���'�1� r�1/� 10 _ . , a,,ol OFFICE COPY J
which may appear herein, 23.99' R45 c,C 'i ll t Y�S�e_c_4(bv)
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HARVEY'S VIEW AVE \ ��v.Eo PROFS
VALIDITY OF PERMIT SW �`., ,�GINE$, Sio
THE ISSUANCE OF A PERMIT i. DRAWING TITLE
BASED ON CONSTRUCTION ` r
DOCUMENTS AND OTHER SITE PLAN
DATA SHALL NOT PREVENT
THE CODE OFFICIAL FROyM,f
REQUIRING THE CORRECTION �,f,r• ��` � r— ENGINEER: EWS CHECKED BY: UMH
J08 N0. 2610 DRAWN BY EWS
OF ERRORS.ORSCCORRECTION 105.4 1 OVERALL SITE LAYOUT ''- " 31,E DATE 2610
2020
SHEET NUMBED
C0.0 1" = 16'-0" ®a�CF4P��6-10-2020 CO.Q
EXPIRES:6/30/20 .
4 1;:\
• PROJECT DESCRIPTION: HELICAL PIER SPLICING: -_TYPICAL INSTALLATION REQUIREMENTS AT DOORS AND WINDOWS:
• HELICAL ANCHORS ARE TO BE VOLUNTARILY INSTALLED TO PREVENT AND STABILIZE FURTHER SUBSIDENCE • HELICAL LEAD AND EXTENSION ARE TO BE MECHANICALLY SPLICED WITH GRADE 8 BOLTS WITH NUTS. ,X Ul
OF THE EXISTING BUILDING. 1114(IY��� ��' J
GENERAL REQUIREMENTS: INSPECTION AND TESTING: ���s �ii� Q O
• ALL DETAIL CUTS SHALL BE CONSIDERED TYPICAL AT LIKE CONDITIONS. WHERE ANY DISCREPANCIES OCCUR • THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL I/_ i" I ' (V O
BETWEEN PLANS,DETAILS,NOTES AND SPECIFICATIONS,THE GREATER REQUIREMENT SHALL GOVERN. BUILDING DEPARTMENT I N :r �� �a
• THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION • THE MANUFACTURERS INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON THE JOB SITE AT THE TIME OF t, / D s.
LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. INSPECTION. I L
• THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL BE • CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2018 IBC SECTION 1810.4.12. / I I, \ / V I . V L�
RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,SHORING,AND OTHER WORK WITH ALL • PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION FOR PERIODIC r /// 9 '' II N,
UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT(800) INSPECTION,THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS. • � j /'� \� Ii U'
332-2344 • THE SPECIAL INSPECTOR WILL RECORD THE PROJECT LOCATION,DATE,PERMIT NUMBER,PIER LOCATIONS, ��///A / \\ ^ • Z C)
• MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ALL HARDWARE AND MANUFACTURED STRUCTURAL PART DESCRIPTION,PIER DEPTH AND INSTALLATION PRESSURE. i• i -N� .f a_
PRODUCTS SHALL BE AVAILABLE ON THEJOBSITE AT THE TIME OF INSPECTION,FOR THE INSPECTOR'S USE • LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143(QUICK METHOD)AND /�/�od _ ` V
• AND REFERENCE. 2018 IBC 1810.3.3.1.9. AN ALIGNMENT LOAD(AL)SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE I ■ � _� �, F _,
DEFLECTION MEASURING
BE NOINGE THAN1NTTO ZERO OR A REFERENCE POSITION. • Z ■ I--- 9" I '^ � '-
CODE REQUIREMENTS: • THE AL SHALL BE NO MORE THAN 10%OF THE DESIGN LOAD. 'i in r
• • ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE OREGON RESIDENTIAL SPECIALITY CODE(ORSC) • INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: DO NOT PLACE PIERS IN I ,. R U
AND THE OREGON STRUCTURAL SPECIALTY CODE(OSSC),BOTH AS ADOPTED BY THE AUTHORITY HAVING THIS ZONE W/O DIRECTION a
JURISDICTION. HELICAL PIER-INCREMENTAL LOADING FROM ENCINEeR / �a` Q S
DESIGN LOADS: TEST LOADING SCHEDULE HOLD TIME MAX.DEFLECTION FOUNDATIONCONTRACTORCK IS PRESENY T INR THE Ul
TOT I NOTIFY NOR IF THE ' >L
SPAN BETWEEN FOUNDATION BRACKETS fl v-. U
ALIGNMENT LOAD(0.10 DL MAX) O MIN. J 5 c N
DEAD LOADS I` i z
ROOF 9 PSF 0.25 DL UNIT STABLE �/ co sC :
CEILING 4 PSF f �- :, c.
FLOORS 15 PSF 0.50 DL UNIT STABLE _.,,.,_/_ n J
WALLS(EXTERIOR) 13 PSF
WALLS(INTERIOR) 9 PSF 0.75 DL UNIT STABLE \ '
CONCRETE WEIGHT 150 PCF 1 DL UNIT STABLE J\\
MASONRY WEIGHT 78 PSF 1.25 DL UNIT STABLE �I
LIVE LOADS 1.5 DL UNIT STABLE
ROOF(SNOW+RAIN-ON-SNOW SURCHARGE) 25 PSF
FLOORS(SLEEPING) 30 PSF 1.75 DL UNIT STABLE C
FLOORS(NON-SLEEPING) 40 PSF 2.0 DL HOLD FOR CREEP TEST(SEE BELOW) 0.04" 0
d
WIND DESIGN DATA(BASED ON ASCE 7-16 SIMPLIFIED METHOD): 1.75 DL UNIT STABLE Ul CC
BASIC WIND SPEED: 100 MPH(LRFD)
WIND IMPORTANCE FACTOR: I=1.0 1.5 DL UNIT STABLE l7
I- Z F
WIND EXPOSURE: B } 0 ui
ADJUSTMENT FACTOR =1.0 1.25 DL UNIT STABLE N H
TOPOGRAPHICAL FACTOR Kzt=1.0 Z ap a
1 DL UNIT STABLE
EARTHQUAKE DESIGN DATA(BASED ON ASCE 7-16 EQUIVALENT FORCE METHOD) 0 ?
SEISMIC IMPORTANCE FACTOR I=1.0 0.75 DL UNIT STABLE a
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SPECTRAL RESPONSE ACCELERATIONS Ss=D.975&51=0.427 0 ,
SEISMIC SITE CLASS D2 0.50 OL UNIT STABLE 2 w w
SEISMIC FORCE RESISTING SYSTEM BEARING WALL SYSTEM
RESPONSE MODIFICATION FACTOR R=6.5 0.25 DL UNIT STABLE .. O K cc
DESIGN BASE SHEAR V=0.108W a o
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g N `.7
GEOTECHNICAL INFORMATION: K Q 3 ~
• HELICAL PIERS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS PER IBC TABLE 1806.2: a Z N v 6-
LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAT 0.04"WITHIN A 10 MINUTE
ALLOWABLE BEARING PRESSURE 1500 PSF • C = N
PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04"WITHIN THE 10 MINUTE PERIOD THE LOAD TEST re N
LATERAL BEARING PRESSURE 100 PSF/FT SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED,OR THE H CC Hii a) U
ACTIVE EARTH PRESSURE 60 PSF/FT PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER
SHOP DRAWING SUBMITTAL PROCESS: MOVEMENTS SHALL BE MEASURED AT 15,20,30,40,50 AND 60 MINUTES. THE CREEP VERSUS THE Z
• SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 0
FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS,NEW DESIGN 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
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DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON ENGINEER COMPETENT I- H p
IN STRUCTURAL DESIGN SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE HELICAL PIER MATERIALS Z H N
JURISDICTION FOR APPROVAL PRIOR TO FABRICATION. w 03 E
BRACKET PLATES ASTM A36 U 0 7
WELDING: PIER TUBES ASTM A500 GRADE B OR C �® P�Q� \ /
• WELDING SHALL CONFORM TO AWS Dl.l WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS \ J
REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. EXTERNAL SLEEVE ASTM A500 GRADE B OR C tt ^ �1 c t�s \
CORROSION PROTECTION: PIER CAP ASTM A529 GRADE 50 'NC.,i,l�GINE,e® %
• SACRIFICIAL DESIGN THICKNESS-CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO V V �T a DRAwmc TITLE
CORROSION FOR BUCK,UNCOATED STEEL.ANCHORS ARE DESIGNED FOR 60-YEAR SCHEDULED SACRIFICIAL ALL-THREAD ROD ASTM A193 GRADE B7 _ N
THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. • 8527 1 GENERAL
STEEL ANGLE SHAPES ASTM A36 C
HELICAL PIER INSTALLATION: SHAFT COUPLER ASTM 513 TYPE 5 / • NOTES
• THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS. J
• THE MINIMUM INSTALLATION PRESSURE 15 TO BE DETERMINED BY THE FOLLOWING EQUATION: SHAFT COUPLER HARDWARE GRADE 8 BOLTS WITH NUTS T\\� �l `!'. �,"{ ^ ENGINEER. EWE CHECKED BY.. DMA
•• HELICAL PIER INSTALLATION TORQUE(FT-LB):[DESIGN WORKING LOAD]X[ES=2(/[EMPIRICAL \-� J, ` r me NO. ae>.o DRAWN BY: EWS
TORQUE CORRELATION FACTOR PER AC358,KT=9 FT I) HELIX PLATES(ROUND SHAFT) ASTM A572 GRADE 50 "! � �//
• THE MINIMUM INSTALLATION DEPTH IS 10'-0"UNO. -. •/,,,31. / ® DATE: DSao-2020
SHEET NUMBER
®S 40
CHAO'.6-10-2020 SO•o
EXPIRES:8/30/2Oj \ /
•
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1
SPECIAL NOTE: O
THE HELICAL ANCHORS SHOWN ARE TO BE III1J v
• VOLUNTARILY INSTALLED TO PREVENT AND
STABILIZE FURTHER SUBSIDENCE OF THE EXISTING N 0 v
BUILDING. I=C ,,
10'.0, y F o �_ Q
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SPECIAL NOTE: �V n >v
(E)POSTS ARE RESTING ON TOP OF FOUNDATION _1
WITH NO LATERAL CAPACITY.LATERAL CAPACITY OF �7
—�6.1 K `_ DECK IS NOT BEING ALTERED W/POST AND ` — v
FOUNDATION REPLACEMENTS.
(E)COVERED >� t. 0
DECK �' (E)DECK 0O
FOOTPRINT j ��
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3.4K N (E)BUILDING co 1 1-----""a441\1_
51.1 �� FOOTPRINT z
(E)CRAWLSPACE �� I i o >v
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11 \— (E)DECK FDN I j
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1 11 HELICAL PIER FOUNDATION PLAN 2 (E) ROOF PLAN
cc rq
S� . 1/8"= 1'-0" 50.1 1/8"= 1' 0" W cc N
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(E)FOUNDATION/(N)PIER LAYOUT PLAN NOTES 5. HELICAL PIER INSTALLATION NOTES I—Z I— n
W ca K
1. CONTRACTOR TO NOTIFY FOR OF DISCREPANCIES BETWEEN • HP288(2.875"0(O.D.)x 0.276"THICK WALL) V 0
FIELD CONDITIONS AND THOSE SHOWN IN THESE DOCUMENTS • HP288NCB NEW CONSTRUCTION BRACKET(REF. `
PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP. ESR-3074 REPORT)REFER TO DETAIL 3/S1.1 FOR ` G
BRACKET SPECIFICATIONS. `�`® PROp.S
2. IN ADDITION TO THE GENERAL NOTES&SPECIFICATIONS • 0.38"THICK 10 12" HELIX CONFIGURATION w/1/4" C'C :4
DETAILED IN THIS PLAN SET,ALL WORK&MATERIALS SHALL FILLET WELDS EACH SIDE OF HELIX TO PIER .` v GORE�Q ®O�
CONFORM TO THE 2018 IBC AND THE OREGON STRUCTURAL • MINIMUM10'-0"INSTALLATIONDEPTHREQUIRED DRAWING TIRE
SPECIALITY CODE OSSC 2019. AND FINAL INSTALLATION TORQUE OF 1,400 FT-LB. w 8527 P FOUNDATION
3. XX INDICATES HELICAL PIER AND DESIGN LOAD(KIPS). 6. PIER SPACING SHALL BE INDICATED ON PLAN. PLAN
'f 1 A N
4. ALL PILES,HELICAL BLADES,FOUNDATION BRACKETS, 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO 7 r L!"'1
HARDWARE,ETC.,SHALL BE MANUFACTURED BY IDENTIFY ALL UTILITIES AND PROTECT AS REQUIRED DURING \�`� pop- - �'�' ENGINEER ews CHECKED RV omry
SUPPORTWORKS,INC. THE COURSE OF CONSTRUCTION. \' *; \�j JOB No. 2e10 DRAWN Be Ews
\�� �P DATE. oe-iazozo
8. SEE SHEET 80.0 FOR ADDITIONAL NOTES. - / SHEET NUMBER
� h 16-10-2020 S 0. 1
EXPIRES:6/30/2021 9
I.
111
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III 1 �3.50O.D.x0.281WALLxS.04LONG q ..
Q
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CL (2)-0D.84THRU �� ;; 6,
1 7p,
WOOD POST TO BE c O WU L
�- INSTALLED BY OTHERS
(2)- "BOLTS WITH NUTS(HWS5B-Z-075-425 N O
I. SIMP50N ABU66 TO BE &HWS15N-Z-D75) _G t _
O
-1- t INSTALLED BY OTHERS I"
Q
(4)#4 BARS EA.WAY ' atl 11 ° / - - - • o r 10
\
(PROVIDE 3"CLEARANCE ON 1, v� �1 S
ALL SIDES,TYPICAL U.N.0) 81 L' - o Q -
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° ° - o (2)-00.84 THRU
FOUNDATION SUPPORTWORK56RACKET ' I I I COUPLER DETAIL ...I(HP288NCB)REF.ESR-3074 REPORT FOR L I 2'-0"
BRACKETONRCN /I S1 3/4"= 1'-0" /� 1�
CSlS U INFORMATION.
NOTES:
11 1. MINIMUM MATERIAL REQUIREMENTS:
BRACKET SLEEVE-Fy=70 ksi,Fu=80 ksi s
p PL 0.75 x 6.00 SQ CAP PLATE-ASTM A36 O
,J� BRACKET HARDWARE-(2)-03/4"
03.50 O.D.x 0.250 wcc
WALL x 4.65 LONG un
GRADE 5 BOLTS WITH NUTS
COUPLER,SEE DETAIL 2/S1.1 r z H
FOR MORE INFORMATION 2. ALL WELDING TO BE IN ACCORDANCE WITH AWS y O_
/- D1.1 LATEST ISSUE WITH E70-XX MIN '^ F- >
I 02.875 0.D.x 0.276 WALL �_,\ -- - \/ ELECTRODE. O Z
SPECIAL NOTE: LEAD SECTION(HP288) -- , O w
PILE EMBEDMENT SHALL BE 10'-0"MIN INSTALLED �` 3. BRACKET HARDWARE IS PROVIDED AS Q O
PER THE TORQUE CORRELATION METHOD TO I (2)-00.84 THRU ` ELECTROZINC PLATED IN ACCORDANCE WITH z " Ln
ACHIEVE 2X DESIGN LOAD NOTED ON THE ASTM B633. D "' w
FOUNDATION PLAN. i 2 = i OC
Ri
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0.38 x 012.00 HELIX PLATE cc w LC)
r
NOTES: HP288NCB ~ ,. " °'
1. MINIMUM MATERIAL REQUIREMENTS: NEW BRACKET DETAIL z
SHAFTS-Fy=60 ksi,Fu=7D ksi _ Lli OCOUPLERS-Fy=70 ksi,Fu=80 ksi Ci)
1 3/4 = 1 -0 z _ ❑
HELIX PLATES-ASTM A572 Gr.50 1.01
N — w m 2
SHAFT COUPLING HARDWARE-(2)-0%" v O
GRADE 5 BOLTS WITH NUTS
0.38 x 010.00 HELIX PLATE �® PR®/C \♦ /
2. ALL WELDING TO BE IN ACCORDANCE WITH ..` �s�AWS D1.1 LATEST ISSUE WITH E70-XX MIN �'` �.
ELECTRODE. t= Ui` ` GB�E ®o� DRAWING TITLE
PIER
3. HELIX PLATES HAVE A NOMINAL 3"PITCH WITH 45°MITER aW V $�7' �f
LEADING AND TRAILING EDGES BEING NO
MORE THAN/"OUT OF PARALLEL. .
I DETAILS
/� � [j°B
NGINEER. EWS WKKED 81. DMN
/� ND ]610DRAWNBYEWS��� ��,•31 0- aa: ow�azozD
HELICAL PIER DETAIL NEETN°MBE"
. '�_ ��- S 1 . 1
CD
3/4"= 1'-0" .6-10-2020
EXPIRES:6/30/2021 J