Plans 5i/2.26_7Y .35/
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6Q" BROADWAY ROSE THEATRE _', 6I 12850 SW GRANT AVE. 'I �i
N, TIGARD.OR 97223 111������yyy... G
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IMPERVIOUS AREA LOT AREA a sa v
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`--IEI ASPHALT 2 PAKMNG \ '� DRNEWAY: — SF TOTAL 4.73 ACRES
NOV — SF
ROOF AREA: 1E910 SF �+/ INI AREA OF WORK N L.
TOTAL EERIE SF �''_
/ GENERAL LOCATION P.OF N
I C3
/ INf PUSH PEERS,DAT.OF N.
3.SEE FOUNDATION ,n
PLAN ON SHEET 50.1. . �� M r'
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IT)ASPNAtT Y i] `T`
/ PAFEING \ G�
�N / RECEIVED ��" t
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CITY OF TIGARD
MAIN ENTRANCE / 2 M
BUILDING DIVISION ° N
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/ DATE
07 NI MI
MA
N/ o.a
R ' f corO-E,_ �'17-28-2021
ALL Dr:�` 3{ t[, (EXPIRES:8/30/20/4 /
t_ g/z-/ i ,>. a/.E/,_
PROJECT DESCRIPTION: AN ALIGNMENT LOAD(AL)SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION TYPICAL INSTALLATION REQUIREMENTS AT DOORS AND WINDOWS:
/ ,
• PUSH PIER ANCHORS ARE TO BE VOLUNTARILY INSTALLED FOLLOWING DISCOVERY OF AN ABANDONED MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. 4I
DRYWELL STRUCTURE AS A MEANS OF PERMANENT SHORING TO THE EXISTING BUILDING. • THE'AL'SHALL BE NO MORE THAN 10%OF THE DESIGN LOAD. i
• INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: r rO
. ,
GENERAL REQUIREMENTS:
sill
• ALL DETAIL CUTS SHALL BE CONSIDERED TYPICAL AT LIKE CONDITIONS. WHERE ANY DISCREPANCIES Q N
OCCUR BETWEEN PLANS,DETAILS,NOTES AND SPECIFICATIONS,THE GREATER REQUIREMENT SHALL PUSH PIER-INCREMENTAL LOADING I
GOVERN. t E
• THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TEST LOADING SCHEDULE HOLD TIME MAX.DEFLECTION c
LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. `III t�._
• THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL ALIGNMENT LOAD(0.10 DL MAX) 0 MIN. ill� F O C
BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,SHORING,AND OTHER WORK WITH ALL A
UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT(800) 3 ui CS --
332-2344 0.25 DL UNIT STABLE 379 .
• MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ALL HARDWARE AND MANUFACTURED0.50 DL UNIT STABLE '�' =STRUCTURAL PRODUCTS SHALL BE AVAILABLE ON THE JOBSITE AT THE TIME OF INSPECTION,FOR THEINSPECTOR'S USE AND REFERENCE. 0.75DL UNIT STABLE DONOTPLACEPIERSIN
CODE REQUIREMENTS: THIS ZONE W/o DIRECTION >111--
O
FROM ENGINEER
• 1 DL UNIT STABLE
ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE OREGON STRUCTURAL SPECIALITY CODE O
(OSSC),BOTH AS ADOPTED BY THE AUTHORITY HAVING JURISDICTION. CONTRACTOR TO NOTIFY VISTA
STRUCTURAL ENGINEERING,LLC IF LEI '''''''''.".""'") Q Cn
1.25 DL UNIT STABLE FOUNDATION CRACK IS PRESENT IN THE
DESIGN LOADS: SPAN BETWEEN FOUNDATION BRACKETS
1.5 DL HOLD FOR CREEP TEST(SEE BELOW) 0.04" >
DEAD LOADS
ROOF 15 PSF Z --
CEILING 5 PSF 1.25 DL UNIT STABLE „ge v Z
FLOORS 15 PSF - O
WALLS(EXTERIOR) 13 PSF 1 DL UNIT STABLE RECEIVED `� /
WALLS(INTERIOR) 9 PSF \ /
0.75 DL UNIT STABLE
CONCRETE WEIGHT 150 PCF AUG _
MASONRY WEIGHT 78 PSF OFFICE CO^V CITY OF TIGARL
A 32021 /� �.I
0.50 DL UNIT STABLE
CHIMNEY WEIGHT 45 PSF BLE �+
LIVE LOADS 0.25 DL UNIT STABLE BUILDING DIVISIONROOF(SNOW+RAIN-ON-SNOW SURCHARGE) 25 PSF Z m
FLOORS(SLEEPING) 30 PSF • LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAT 0.04"WITHIN A 10 MINUTE c O (NNI
FLOORS(NON-SLEEPING) 40 PSF PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04"WITHIN THE 10 MINUTE PERIOD THE LOAD •i.. Q ector vV•i 1 H/coil- ` .0 in Q rn
GEOTECHNICAL INFORMATION: TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED, ! p cc
OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD s . Z 0
• PUSH PIERS HAVE BEEN DESIGNED PER THE GEOTECHNICAL REPORT PROVIDED BY CARLSON THE PIER MOVEMENTS SHALL BE MEASURED AT 15,20,30,40,50 AND 60 MINUTES. THE CREEP VERSUS e e. P •,j j r1 g G'T1 4',`C1,rnCAT ,- D p
GEOTECHNICAL(10/28/19)AND PER IBC TABLE 1806.2: THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN N OLL -
6 AND 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. 0 �O V d ��iv h �e ��r O l7
SHOP DRAWING SUBMITTAL PROCESS:
• SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO • PUSH PIER TEST PRESSURE(PSI):[ALLOWABLE LOAD]X[FS=2]/[HYDRAULIC RAM AREA=9.62 INA2] 2C.c Ic ;I 1 o
FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS,NEW DESIGN
DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF OREGON ENGINEER Z I- <
COMPETENT IN STRUCTURAL DESIGN SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE '131— '-r)w Z i 0
APPROPRIATE JURISDICTION FOR APPROVAL PRIOR TO FABRICATION. PUSH PIER MATERIALS Q < Q
WELDING: BRACKET PLATES ASTM A36
• WELDING SHALL CONFORM TO AWS D1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS PreJ! d e Q °C O O
REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. PIER TUBES ASTM A500 GRADE B OR C c Y + �e05GV► cc QaL co >
CORROSION PROTECTION: p • cc O Iz
EXTERNAL SLEEVE ASTM •
A500 GRADE B OR C e h CJ s r; e e rs m
• SACRIFICIAL DESIGN THICKNESS-CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO "�1 "C.l
CORROSION FOR BUCK,UNCOATED STEEL.ANCHORS ARE DESIGNED FOR 60-YEAR SCHEDULED �-} V �m C`��
SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. PIER CAP ASTM A529 GRADE 50 Lam., ./ev O Y • O
PUSH PIER INSTALLATION: ALL-THREAD ROD ASTM A193 GRADE B7 �~ �` J u
• THE PUSH PIER SYSTEM SHALL BE INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS. IL: H
Z cm
Z F- N
• THE MINIMUM INSTALLATION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: STEEL ANGLE SHAPES ASTM A36 W m oC
•• PUSH PIER INSTALLATION PRESSURE(PSI):[ALLOWABLE LOAD]X[FS=2]/[HYDRAULIC RAM AREA= 7-1 0 0
9.62 INA2]
• THE MINIMUM INSTALLATION DEPTH IS 15'-0"UNO. !��® �R®��s `J
PUSH PIER SPLICING: '� GO�� tr,
• PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS �`� �� �R
DO NOT SEPARATE. 10 DRAWING TITLE
INSPECTION AND TESTING: SPECIAL INSPECTIONS 14/ ;4. I' r GENERAL
• THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL TYPE OF INSPECTION REQUIRED? NOTES
BUILDING DEPARTMENT. - I'
• THE MANUFACTURES INSTALLATION INSTRUCTIONS SHALL BE AVAILABLE ON THE JOB SITE AT THE TIME PUSH PIER Y OF INSPECTION. y{ E
NGINEER' HMA CHECKED BY. DMH
• CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2018 IBC SECTION ANCHORS-EXPANSION/SCREW Y
16,
OB NO. 3705 DRAWN BY. AG
1810.4.12. WOOD CONSTRUCTION N \; ®� nrE 07-28-2021
• PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION FOR PERIODIC SHEET NUMBER
INSPECTION,THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS. CONCRETE CONSTRUCTION N ®1�lailtk,r9 _
• THE SPECIAL INSPECTOR WILL RECORD THE PROJECT LOCATION,DATE,PERMIT NUMBER,PIER ,7-ZO-ZOZ
LOCATIONS,PART DESCRIPTION,PIER DEPTH AND INSTALLATION PRESSURE. OO SO.O
0
• LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143(QUICK METHOD).
IRES: 023 \ ♦/
SPECIAL NOTE:STRUCTURAL ANGLE CONTRACTOR NOTE:
BEFORE EXCAVATION,NOTIFY VISTA STRUCTURAL IF CRACK IN FOUNDATION IS PRESENT,IT IS THE ENGINEERING, LLC IF PIER LAYOUT PROPOSED ON I `'°
RESPONSIBILITY OF THE GC TO INSTALL A STRUCTURAL PLANS PLACES PUSH PIER(S)UNDER '" O
44•01 3-1/2"x6"x3/8"STRUCTURAL ANGLE BETWEEN ANY OPENINGS(WINDOW,DOOR,FDN VENT,ETC.). O -
PIERS AT CRACK LOCATIONS.
STRUCTURAL ANGLE INSTALLATION PROCEDURE: `` V
SPECIAL NOTE: O
GC IS PERMITTED TO UNDERMINE ONLY ONE SPAN F
Q
SECTION AT A TIME TO INSTALL THE ANGLE AND THE PUSH PIER ANCHORS SHOWN ARE TO BE Ull _ <
VOLUNTARILY INSTALLED TO PERMANENTLY SHORE U O V
PIERS ON EACH SIDE. THE EXISTING BUILDING. ' ui fl E
N
IF FOOTING EXISTS,IT SHALL BE REMOVED ALONG �
C 2
1> THE ENTIRE LENGTH WHERE ANGLE IS TO BE
O
INSTALLED. Ft� I O
(E)FOUNDATION/(N)PIER LAYOUT PLAN NOTES in
THE ANGLE IS ALLOWED TO HAVE A SPLICE AT THE : Z'.-3
1. CONTRACTOR TO NOTIFY VISTA STRUCTURAL ENGINEERING, V
PIER LOCATIONS,EXCEPT AT CORNER LOCATIONS =
WHERE IT WILL SPAN PAST THE PIER TO THE LLC OF DISCREPANCIES BETWEEN FIELD CONDITIONS AND
THOSE SHOWN IN THESE DOCUMENTS PRIOR TO ITh I''_
CORNER. CONSTRUCTION/INSTALLATION OF PIERS TYP. \ (IN sr—
. ADDITIONALLY,AT CORNER LOCATIONS WHERE
2. IN ADDITION TO THE GENERAL NOTES&SPECIFICATIONS
THERE ARE PIERS IN BOTH DIRECTIONS,IT IS ONLY DETAILED IN THIS PLAN SET,ALL WORK&MATERIALS SHALL
(E)SLAB ON ; ' / Z V Z
PERMITTED TO UNDERMINE/EXCAVATE SOIL UNDER CONFORM TO THE 2018 IBC AND THE OREGON STRUCTURAL z
ONE WALL AT A TIME.ONCE PIERS ARE INSTALLED SPECIALITY CODE OSSC 2019.
GRADE BUILDING O t
AND IN PLACE UNDER THE FIRST WALL,THE
PERPENDICULAR WALL(AROUND THE CORNER)CAN 3. X.XK INDICATES PUSH PIER AND DESIGN LOAD(KIPS). J
BE EXCAVATED AND THE ANGLE CAN BE INSTALLED
ACCORDINGLY. 4. ALL PILES,FOUNDATION BRACKETS,HARDWARE,ETC.,SHALL �♦ ♦-
_, i BE MANUFACTURED BY SUPPORTWORKS,INC.
DO NOT UNDERMINE THE FOUNDATION AROUND
EACH SIDE OF ANY GIVEN CORNER AT THE SAME
5. PUSH PIER INSTALLATION NOTES
! TIME. • PP288(2.875"0(O.D.)x 0.276"THICK WALL)
• FS288ES48(3 1/2"0(O.D.)x 48"LONGx 0.216" Z r^
9 THICK WALL)EXTERNAL PIPE SLEEVE O
`I m • FS288BL RETROFIT BRACKET(REF.ESR-3074 - Q
REPORT)REFER TO DETAIL 2/S1.1 FOR BRACKET w Z O
SPECIFICATIONS. VI
1 e I a • MINIMUM PSI INSTALLATION PRESSURE PER PUSH• N 0
— — — — — — ; TYP.@ FDN " ? - I PIER INSTALLATION SCHEDULE. z w Q
51.1 • MINIMUM 15'-0"INSTALLATION DEPTH 0 =
; 12.4 K \'��
L✓ __ _ ___ v N • MAX.1/4"FOUNDATION LIFT DURING < Q ~
INSTALLATION. Qp m j
_I \ z I— <
i i _mg._ 6. PIER SPACING SHALL BE INDICATED ON PLAN. Q w Z
12.4 K 12.4 K " V < m
1 7. MAXIMUM PIER SPACING AND DESIGN IS BASED ON AN Q Q ii Q
ASSUMED TOTAL STEM WALL AND FOOTING DEPTH OF 20". C7
I 12'-0" I 4'-0" PUSH PIER INSTALLATION FIELD VERIFY AND CONSULT ENGINEER IF TOTAL STEM WALL cc LL >. LL
,I ' k! •4` / SCHEDULE AND FOOTING DEPTH'IS LESS. Qm 0 o 6-
•, (E)SLAB ON 2'_0' m O a ono
GRADE GARBAGE PIER NO. 1,2,3 8. CONTRACTOR TO NOTIFY VISTA STRUCTURAL ENGINEERING, w cc w N
ENCLOSURE LLC IF(E)FOUNDATION CRACK IS PRESENT IN THE SPAN
L' co cc v
.)" � � ____ — "` `� �' `� �'" '�` I INSTALLATION `
7... — — — — — — -- — — — --1 1 _ PRESSURE(PSI) 2600 BETWEEN FOUNDATION BRACKETS. O
9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO -- R-
I IDENTIFY ALL UTILITIES AND PROTECT AS REQUIRED DURING - v
t THE COURSE OF CONSTRUCTION. ~
'- o
Z I— v�
w cooC
10. SEE SHEET SO.0 FOR ADDITIONAL NOTES. v O D
1 PUSH PIER FOUNDATION PLAN i52 :r
/ FOUNDATION
PLAN
I- .. . - ENGINEER: HMA CHECKED BY: DMH
\\\\ , e JOB NO. 3705 DRAWN BY. AG
\� *- 31 2Q Y �, DATE: 07-28-2021
47//gp��/•CH
SHEET NUMBER
il
9 7-28-2021 SO• 1
EXPIRES: 6/30/2023 j_.-1
________
a +
NOTES: /
1. MINIMUM MATERIAL REQUIREMENTS:
BRACKET WELDMENT-ASTM A36 41"
EXTERNAL SLEEVE -Fy=50 ksi,Fu=62 ksi II 4 O
CAP PLATE-ASTM A572 GRADE 65 C
' (-NI \..0 s\,..... ir, , ,„ ,
BRACKET HARDWARE-
(2)-03%"x 16"LONG GRADE B7-Fu=125 ksi a2 Z N
�6 3/4" ALL-THREAD ROD WITH NUTS In
F1 Q
(E)CONCRETE WALL (HWTR-S210-Z-075-16&HWH8N-Z-075) U': I
OPTIONAL BRACKET HARDWARE- j
SLAB ON GRADE JL
j (2) %a"x 16"LONG AISI 1045 Fu=120 ksi 3'IL zO
(E) 8 CONTOUR(COIL)THREAD ROD WITH NUTS= c (HWCR 5250Z07516&HWCNZ075)
I \
2. ALL WELDING TO BE IN ACCORDANCE WITH AWS >Ln 2
D1.1 LATEST ISSUE WITH E70 MIN ELECTRODE.USE i
��� Illjr- MIN. FILLET WELD THICKNESS OF 3/16".
3. BRACKET HARDWARE IS PROVIDED AS ELECTROZINC\ / .
-------") 1)._ _
1'-2 ` nBRACKET HARDWARE SEENOS z4. MINIMUM MATERIAL REQUIREMENTS: CC z:\ v z
FOUNDATION SUPPORTWORKSla i BRACKET(FS288BL)REF.ESR-3074 (E)CONCRETE COUPLERS Fy=70 ksi,Fu=80 ksi _ .<-- O t
REPORT FOR BRACKETFOOTING TO REMAIN HELIX PLATES-ASTM A572 Gr.50
CONSTRUCTION.SEE DETAIL 2/S1.1 Al1:-_- _
, SHAFT COUPLING HARDWARE-(2)-0 3/a"GRADE 5
FOR MORE INFORMATION. \ BOLTS WITH NUTS
5. HELIX PLATES HAVE A NOMINAL 3"PITCH WITH �� ��
TEMPORARY LEADING AND TRAILING EDGES BEING NO MORE
EXCAVATION / THAN�/a"OUT OF PARALLEL.W .
(2)1/2"0x 4 1/2" HILT KWIK
r BOLT TZ-SS (MIN.EMBED 3 CAP PLATE(FS288C) "-L;. 1/4").INSTALL INTO m
2 FS288BL RETROFIT BRACKET DETAIL z N_
VERTICAL PL TOP HOLES cn H rn
1 .1 3/4"= 1'-0" 2 z o
3 1/2"0x 48" 1--.
EXTERNALEXTERNALSLEEVE } p e
(FS288ES48) z w Q
O ~
7
Q
QF- w w
0 2 >
z I-- Q
D w I-
O `n z
QCC
CC
Q
2 7/8"O EXTENSIONS 2 Q ° 0
(PP288) PUSH PIER NOTES: cc
IR o
1. MINIMUM MATERIAL REQUIREMENTS: LT
cc 0 aQ u 0
BRACKET WELDMENT ASTM A36 w cc w N
EXTERNAL SLEEVE -Fy=50 ksi,Fu=62 ksi m cc r+ U
CAP PLATE-ASTM A572 GRADE 65
Z
0
2. BRACKET HARDWARE: i j H
2 7/8"�STARTER (2)-0%a"x 16" LONG GRADE B7-Fu= _1 u
125 ksi ALL THREAD ROD WITH NUTS IL
Z I- v>
(PP288) (HWTR-S210-Z-075-16&HWH8N-Z-075) " m Ft
LiO D
u
3. OPTIONAL BRACKET HARDWARE- \ /
(2)-034"x 16" LONG AISI 1045-Fu= ���® PIS® 9 `♦ ♦/
3 1/2"�FRICTION 120 ksi CONTOUR(COIL)THREAD ROD
REDUCTION COLLAR WITH NUTS(HWCR 5250 Z 075 16& �`G>� ��GI���� ®�.ct L „y rJ`' E
HWCNZ075) 1(! �' PIER
4. ALL WELDING TO BE IN ACCORDANCE WITH c a,( r AWS D1.1 LATEST ISSUE WITH E70-XX MIN DETAILS
ELECTRODE. .
ram:--a
1 PUSH PIER DETAIL 5. BRACKET HARDWARE IS PROVIDED AS • `: yt , ry CENGINEERMA CHECKED BY oMH
ELECTROZINC PLATED IN ACCORDANCE WITH JOB NO 3705 DRAWN BY f : AG
:
S 1.1 3/4"— 1'-0" ASTM 6633. ® 31,
DATE 07-28-2021
SHEET NUMBER
7-28-2021 S 1 . 1
EXPIRES: 6/30/2023