APPROVED PLN BLD RESUB1 BLD2022-1741+PLANS +4.5.2023_12.36.05_PM+34648091 of 4
16131 75TH PL W Residence
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
1
(Special Inspections required for this project:
(See sheet S-1 for required Special Inspections
S221027-IXR
PROJECT INFORMATION
CLIENT
RIVELLE CAL & MAUREEN
10411 LITTLE JOHN CT
EDMONDS, WA 98020
PROJECT ADDRESS
16131 75TH PL W
EDMONDS, WA 98026
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91 ST PL N E
KIRKLAND, WA 98034
CONTACT: MANS THURFJELL, PE
PHONE: (425)-636-3313
EMAIL: MTHURFJELL@Ll20ENGINEERING.COM
CODES
ENGINEERED PER:
2018 (IRC) INTERNATIONAL RESIDENTIAL CODE
2018 (IBC) INTERNATIONAL BUILDING CODE
APPROVED BY PLANNING
Apr 18 2023
SHEET INDEX
COVER SHEET .... S-0
STRUCTURAL GENERAL NOTES .... S-1
SITE & FOUNDATION PLAN .... S-2
FOUNDATION DETAILS .... SD-1.1
City Of Edmonds
Building Department
Work FOUNDATION & STRUCTURAL REPAIRS
Address 16131 75TH PL W
-------------------------------------------
Owner RIVELLE
--------------------------
Approved Date 4/28/2023
Building Official D07L0w1"K w• X v4*acc
Permit Number: I BLD2022-1741
REVISIONS
Building Department
REV1
REV2
REV3
REW
REV5
i R ■ ■
t �r3F 'ii r7 J'H r
z
■ r
e kF
W
z o
W
z
,R >z
w
Wz z
Z (D
W
O 0 z
J
REVISIONS
0 DESCRIPTION DATE BY
PROJECT NAME
16131 75TH PL W
EDMONDS, WA 98026
PROJECT NUMBER
S221027-1XR
DRAWN L,, - PAM
CHECKED BY M RT
SHEET DATE 12/07/2022
SL'
RESUB
I Apr 05 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
z
O
O
W
V >
w 0
w
U
w
2 of 4
GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
HELICAL PILES
CODE:
2018 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY
1.
ROOF
........................................25 PSF SNOW (GROUND)
FLOORS
2.
RESIDENTIAL .....................40 PSF
BALCONY/DECK................60 PSF
3.
4.
GENERAL
CONDITIONS
1.
THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL
ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK.
5.
2.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY
DISCREPANCIES.
6.
3.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL
7.
BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
8.
PROCEEDING WITH ANY WORK SO INVOLVED.
4.
IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE
9.
PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
5.
IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE
SAME AS FOR SIMILAR WORK.
10
6.
WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE
DRAWINGS.
7.
THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY
CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE
11
DISTRESS TO THE STRUCTURE.
8.
THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE
12
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE
ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION.
13
9.
ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE
INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER
14
ANY PORTION OF THE WORK.
10.
SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
15
WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT
SHALL APPLY.
11.
REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES
OR THE STRUCTURAL DRAWINGS.
12.
NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
13.
DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED
IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION.
14.
ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
"INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN.
15.
STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE
THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT
LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER -OF -RECORD DO NOT
INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION.
16
CONCRETE ANCHORS
1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL
INSPECTIONS REQUIRED.
STRUCTURAL AND MISC. STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE
LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI)
HSS ROUND COLUMNS - ASTM A500 Gr. B (Fy = 42,000 PSI)
HSS RECTANGULAR COLUMNS - ASTM A500 Gr. B (Fy = 46,000 PSI)
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
STRUCTURAL STEEL WELDING
1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT
SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES.
Al TFRNIATFC-
1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST
PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL
COST TO OWNER.
JOBSITE SAFETY:
1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN
AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR
TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM
HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL
NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR
PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS,
SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
PERSON.
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL
BUILDING CODE (IBC).
HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE
IN ACCORDANCE WITH ESR-3750.
ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750.
CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA)
COATINGS (AC228).
ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER
AC358 SECTION 3.9.
THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
INCLINATION OF +/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF
THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE
AT SPECIFIC DEPTHS.
HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE
MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS
THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL
CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE
THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY
ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE
REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 AND 2018 IBC SECTION 1705.9 MUST BE
PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS. ITEMS TO BE
RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS, EXTENSIONS,
BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS SPECIFIED IN THIS
REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND
THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET,
TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED
BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3)
PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE
OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD
SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
ABBREVIATIONS
CONCENTRIC DRIVEN PILES
AB
ANCHOR BOLT
FTG
FOOTING
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
ABV
ABOVE
GA
GAUGE
2018 INTERNATIONAL BUILDING CODE (IBC).
AFF
ABOVE FINISH FLOOR
GALV
GALVANIZED
2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER PIPE
ALT
ALTERNATE
GLB
GLULAM BEAM
FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING REQUIREMENTS ARE
ALUM
ALUMINUM
GR
GRADE
PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY
APPROX
APPROXIMATE
GYP
GYPSUM WALL BOARD
SECTION 104.5 OF THE IBC.
AYC
ALASKAN YELLOW CEDAR
HDG
HOT -DIPPED GALVANIZED
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN
BB
BOX BEAM
HDR
HEADER
ACCORDANCE WITH ESR-4121.
BF
BOTTOM FLUSH
HF
HEM FIR
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
BLDG
BUILDING
HGT
HEIGHT
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE
BLKG
BLOCKING
HT
HEIGHT
CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA)
BM
BEAM
IN
INCH
COATINGS (AC228).
BOT
BOTTOM
IT
JOINT
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL,
BP
BOTTOM PLATE
MAX
MAXIMUM
BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9.
BRIG
BEARING
MIN
MINIMUM
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
BTWN
BETWEEN
MISC
MISCELLANEOUS
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
BSMT
BASEMENT
NB
NON -BEARING
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF
B/W
BOTTOM OF WALL
NO
NUMBER
INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
CANT
CANTILEVER
OC
ON CENTER
CJ
CONTROL JOINT
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM
PSF
POUNDS PER SQUARE FOOT
CLG.
CEILING
REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
PSI
POUNDS PER SQUARE INCH
CLJ
CEILING JOIST
THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL
PT
PRESSURE TREATED
CLR
CLEAR
COMPONENT OF THE ASSEMBLY.
CMU
CONCRETE MASONRY UNIT
RAF
RAFTER
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE
COL
COLUMN
REF
REFERENCE
MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2).
CONC
CONCRETE
REINF
REINFORCEMENT
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT
CONN
CONNECTION
REQD
REQUIRED
WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
CONST
CONSTRUCTION
SF
SQUARE FOOT
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE
CONT
CONTINUOUS
SIM
SIMILAR
STABIL-LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND
CTR
CENTER
SPF
SPRUCE PINE FIR
RECORD THE FOLLOWING:
DET
DETAIL
STD
STANDARD
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
DF
DOUGLAS FIR (SOUTH)
SYP
SOUTHERN YELLOW PINE
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
DFL
DOUGLAS FIR LARCH
T/
TOP OF
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION
DIM
DIMENSION
T/C
TOP OF CONCRETE
DOCUMENTS.
DJ
DOUBLE JOIST
T/P
TOP OF PLATE
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
DIA
DIAMETER
T/S
TOP OF STEEL
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION
DN
DOWN
T/W
TOP OF WALL
SYSTEM
DS
DOWN SPOUT
TF
TOP FLUSH
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
EA
EACH
TJ
TRIPLE JOIST
F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS
EF
EACH FACE
T/BM
TOP OF BEAM
EVALUATION REPORT.
EJ
EXPANSION JOINT
ELEV
ELEVATION
T/SLABTOP
OF SLAB
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER
TP
TOP PLATE
SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND
EN
EDGE NAILING (PANEL)
EQ
EQUAL
TYP
TYPICAL
INSTALL ADDITIONAL PILES AS REQUIRED.
ES
EACH SIDE
LINO
UNLESS NOTED OTHERWISE
EW
EACH WAY
UPA
UNDER POST ABOVE
DRIVEN PILE PROOF TESTING
FB
FLUSH BEAM
UWA
UNDER WALL ABOVE
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT
FIN
FINISH
VERT
VERTICAL
OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN
FL
FLOOR
VIF
VERIFY IN FIELD
ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD SHALL BE
FLSHG
FLASHING
W/
WITH
TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
FND
FOUNDATION
WC
WESTERN CEDAR
FP
FIREPLACE
WP
WATERPROOF
FT
FOOT
WWF
WELDED WIRE FABRIC
"% DECIAL INSPECTIONS SCNPDULF'
SPECIAL INSPECTIONS TABLES PER THE 2018 IBC. ALL ITEMS NON -APPLICABLE ITEMS HAVE BEEN
MARKED WITH A "-". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X".
TABLE 1706.3
REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
CONTINUOUS
PERIODIC SPECIAL
REFERENCED
IBC
TYPE
SPECIAL
INSPECTION
INSPECTION
8
STANDARD
REFERENCE
1_ Inspect reinforcement_ including prestressing
ACI 318 Ch_ 20, 252,
tendons. and verify placement.
_
-
25.3, 26.5.1-26.5.3
1908.4
2_ Reinforcing bar lxelding:
a_ Verify weldability of reinforcing bars
other than ASTM A 706:
_
AWS D1.4
b_ Inspect single -pass fillet ixelds. maximum
ACI 318: 26.5.4
�I ":and
-
1&
c. Inspect all other welds.
-
-
3_ Inspect anchors cast in concrete_
-
-
ACI 318: 17.8.2
4-Inspect anchors anchors post -installed in hardened
concrete members.b
a. Adhesive anchors installed in horizontally
or upwardly inclined orientations to resist
-
-
ACI 318: 17.8.2.4
-
sustained tension loads.
b. Mechanical anchors and adhesive anchors
not defined in 4.a
5. Verity use of required design mix.
-
-
ACI 318: Ch. 19.
1904.1. 1904.2.
26.4.3. 26. 4. 4
1908.2. 1906.3
6. Prior to concrete placement. fabricate specimens
ASTM C 172
for strength tests, perform slump and air
-
-
ASTM C 31
1908.10
content tests, and determine the temperature of
ACI 318: 26.4.5, 26.12
the concrete.
7. Inspect concrete and shotcrete placement for
ACI 318: 26 4 5
1908.6. 1908.7.
proper application techniques.
1908.8
S.Verify maintenance of specified curing
-
-
ACI 318: 26.4.7-26.4.9
1908.9
temperature and techniques.
9. Inspect prestressed concrete for:
a. Application of prestressing forces: and
-
-
ACI 318: 26.9.2.1
-
b. Grouting of banded prestressing tendons.
-
-
ACI 318: 26.9.2.3
10. Inspect erection of precast concrete members.
-
-
ACI 316: Ch. 26.8
-
1 1. Verifv in -situ concrete strength. prior to stressing
of tendons in post -tensioned concrete and
-
-
ACI 318: 26.1 D.2
-
prior to removal of shares and forms from
beams and structural slabs.
12. Inspect formwork for shape. location and
dimensions of the concrete member being
-
-
ACI 318: 26.10.1 (b)
-
formed.
TABLE 1705.7
REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS
TYPE
CONTINUOUS SPECIAL INSPECTION
PERIODIC SPECIAL INSPECTION
1. Verifv element materials. sizes and lengths comply with
-
the requirements.
2_ Determine capacities of test elements and conduct
-
additional load tests. as required.
3. Inspect driving operations and maintain complete and
_
accurate records for each element.
4. Verify placement locations and plumbness. confirm
type and size of hammer. record number of blows per
foot of penetration_ determine required penetrations to
-
achieve design capacity_ record tip and butt elevations
and document anv damage to foundation element_
5. For steel elements, perform additional special
inspections in accordance with Section 1705 2_
6. For concrete elements and concrete -filled elements.
perform lests and additional special inspections in
-
-
accordance with Section 1705 3_
7. For specialty elements. perform additional inspections
as determined by the registered design professional in
-
-
responsible charge.
s
W
Qi'(3
ZD
W
_ > Z
z_
R >
w
Z W z
Z(D
w
O 0 z
J
REVISIONS
DESCRIPTION
DATE
FBY
PROJECT NAME
16131 75TH PL W
EDMONDS, WA 98026
PROJECT NUMBER
S221027-1XR
DRAWN PAM
CHECKED BY M RT
SHEET DATE 12/07/2022
SC,
L)
LU
0
z
J
L.L
D
RE B
Apr 01523
CITY OF E DS
DEVELOPMEN _ SERVICES
DEPART
O Q
�
LU
V Z
w LU
w
r1
(J
LU
=
3 of 4
1NE
PRopERTy 1.
— o
r'
1 N
20'-0"
_ 1
1
4
1
I
I
I
1
I
I
I
Z 1
JUj
1 �
F-1=
a- Icc
Cn ...........:.:..:..:::.. 1
o
(3) PIERS 7' OC MAX
I
1 "
I
1
LOCATE PILE WITHIN
1 2' OF CORNER MAX
1
C6x8.2 CHANNEL
X (E) RESIDENCE
Q
2 16131 75TH PL W
0 EDMONDS, WA 98026
LU
ZI
J
1 is
�
-
W
cn
W 1 1
alto
J_
Q
'�
NEW 6"x6"x12'
BEAM PER R&R
a1
ILP
-
GARAGE
(5) PIERS
1
1
1
1
4 5
1
.
...........:..... :...... :::
+
I........................
............. .........
20': 0"
16',-0"
1
1
:::::::::. ::......
E
...
:.:....:..:....:....:....:.
................:..:.:.
...... ... . .... .. ......... ............... .. . ...
z:::::':::::::::::::::::::::::::::::::::::::':::'::::::
...................................................................................................
.: .•..•.:::::.•..•. .'.. •.:::::.•. ..'.. •.•..'. 1
:.......:......................... .
.........................:::::
:: ..........................
1
:......................................................................................................................................
=:.:.:..:...............:.......:.......:.......:..:...............:.......:.......:..........:....:..:.......:...:...:...:...:. ,
i'................................................................1
................ .... .. ....... ....... .. .... .......... .....................
. .. .. .. ....... .. .... ..... ..... .... .. ....... ....... .
...........
'..:......................... ..................................................................................................... 1
..
...
:::::..:..:::..:..:....:..:::..:..::::::..::::::..........:..:.:..:..:::..:.. • ::::::..:....:....:..:::.
c: ............ ....... ....... ....... ....................... .. ....... ....... ..... ........... .. ....... ....... .. 1
�i.::::.:.:::::.:.:::::.:.:::::::::::::::::::::::....:::::.:..:.::.:.:::. ... ..:::::.... __-- —
::::::::::::::..:..:::..:..::::::..::::::..::::::..:..::......:::..:
:...:.: _
:....:..:.::.:..:..:.-
�-
........ _
....................................::
.. ................ .. :::...- —
. - .....
...
........ . . .. ......... ..... .
_ _ . — - ::....:::........... .. .
..............
............: Q::.................
?pop ............... ,�::..................
.......................... ...... _ .
:::' .
:F:........................ _
_-
:,::':::':::::'::.:................ .
.......
.............................................
..................................................
..................................................
.................................................
.................................................
NOTES:
7' OC MAX
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING
CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT
EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF 8,300FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7/8"
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 29 KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
d. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121.
e. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART
OF THE ASSEMBLY.
f. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
ADJ. POST BASE
W/ PAD
(E) 8" CONCRETE STEM
WALL 2'-2" TALL MIN TYP AT
PERIMETER
F— NOTIFY L120 PRIOR TO
WORK IF CONCRETE WALL
AT PILE LOCATIONS IS
LESS THAN 2'-2" TALL
o w
PILE TO BE CENTERED
r UNDER SUPPORT POST
X
Q
0
w
J
M
4 LOCATE PILE WITHIN _
2' OF CORNER MAX
DECK
162N� Sj SW
PILE SPACING & LOAD REQUIRMENTS TABLE
PILE R
PILE TYPE
MAX O.C. SPACING, ft
MIN VERTICAL CAPACITY, kips
PROOF TESTING LOAD, kips
LOCATION
BTWN
PILES
END
OFFSET
ALLOWABLE LOADING
200%MIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY)
1-V
HELICAL
7'-0,
2'-C'
7.0 kip
14.0 kip
EAST'A'ALL
0-8
HELIC�,L
7'-0'
2'-0'
9.0 kip
18.0 kip
'AEST
4
HELICAL
-
-
5.0 kip
12.0 kip
POST
1-", 8-8
DRIVEN
7'-*
-
15.0 kip
30.0 kip
NORTH & SOUTH "A'ALLS
4-5
DRI".'EN
7'-0'
-
11.0 kip
22.0 kip
G'.RLV]E ',`BALL
LOCATE PILE WITHIN
2' OF CORNER MAX
X,
I_..._. Q
Joists Bun U
F
O
Joists Spaced 24".._
W
J
SITE PLAN NOTES
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R FOUNDATION SPECIALIST (R&R) LEVEL SURVEY.
3. REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120 DATED DEC 07,
2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND
REQUIREMENTS.
4. LEVEL SURVEY PER R&R PROPOSAL DATED OCT 24, 2022. REFER TO
STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR
GIS MAPPING TOOLS & TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
OR IN PLACE OF A FIELD SURVEY.
6. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
NOT SHOWN FOR CLARITY.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
--- PROPERTY LINE
* APPROXIMATE DIMENSION
HELICAL PILE
1
Q DRIVEN PILE
1
o C6X8.2 CHANNEL
6x6 ADJ. POST BASE w/ PAD
PILE TO BE CENTERED
UNDER SUPPORT POST
(3) PIERS 7' OC MAX _
m
Counter -Levered
1 Gas vers 28' pavers —1, 6'
3
inne �
7 Access
1/2
9 8
Garage
6 New Beam #1
7 6 5
5
J 1
r
-1/'
4 3 2 1 r
1 1/ -1 114 -1 1/4
C6x8.2 CHANNEL
4 6 7 8
6 1!4
5 7.5' d
Driveway (5) PIERS Ca 7' OC MAX
+1/8 -1/4 00
20' Pavers
i i
Heat
Pump
4 31
Heat
Pump
R&R LEVEL SURVEY
Retaining Wall
1VC)
6
1
.__.._.
�� --
2 V
I
W
J
POW r a -
LOCATE PILE WITHIN
2' OF CORNER MAX
{}= 3" Helical Pile
= 3" Stable-Loc Pile
9 = 20" Composite Pad
With Adj. 6x6 Bracket
o =1.5' Gap In Between I
Stem Wall
M = Existing Crack In Foundation
SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
SITE PLAN
i • � . 1- .H �J,�X.4 •
W
Q
zo
W
_ > z
Z
W
Z W z
z
W
O 0 z
J
REVISIONS
0 DESCRIPTION DATE BY
PROJECT NAME
16131 75TH PL W
EDMONDS, WA 98026
PROJECT NUMBER
S221027-1XR
DRAWN 1 - PAM
CHECKED BY M RT
SHEET DATE 12/07/2022
SL)
RESUB
Apr 05 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
O Q
CV
U W
oCn
w
w
4 of 4
(E) WOOD FRAMED I
(E) WOOD FRAMED I '
II II II
v, Z
FLOOR SYSTEM,
I
FLOOR SYSTEM,
o L
CL
FIELD VERIFY
FIELD VERIFY
o
�' o
I- - - - - - - - - - - - - - - -
I - - - - - - - - - - - - - - - - --------
(E) CONC STEM WALL
I
I (E) CONIC STEM WALL
I
I
T/STEM WALL =
T/STEM WALL =
° FIELD VERIFY
V FIELD VERIFY
.
8" MIN THICKNESS, T/FIN GRADE =
8" MIN THICKNESS, T/FIN GRADE =
CONTRACTOR TO VERIFY _ o —_ —
VARIES
CONTRACTOR TO VERIFY —_ —_ —_
VARIES
I_IIII_IIII_II
1111_IIII_IIII_
(E) SUPPORT
d
CONTINUOUS CHANNEL —_ —_
CONTINUOUS CHANNEL — _
o•.
(E) CONCRETE FOOTING
_
_ E FTG TO BE CUT FLUSH
& ANCHORAGE WHERE IIII =IIII =IIII : ( )
= o &ANCHORAGE WHERE -IIII =IIII = II
li; o) E REQ'D PER PLAN d I I =IIII =IIII = I I WITH FACE OF STEM WALL
w REQ'D PER PLAN I„ IIII =IIII =IIII
IIII-IIII-III = WITH A 12" MAX WIDTH FOR
z
z
_ — — — I T/SOIL =
cl�I�
z o CHANNEL _ _ _ 11=IIII=IIII IIII INSTALLATION POCKET
— IIII�IIIIIIIIIIII111111i
z o CHANNEL _ d
-IIII-IIII-IIII;
—
11=IIII=IIII=IIII_ IIII=IIII= FIELD VERIFY
0
IIII=IIII= III=
_ o
•'III=IIII-IIII-1• 1=IIII-11
_ O
6"MAX d 11ruIIII=1 I=III,
`-Vo 6"MAX •- IIII-IIII-IIII-
`�
• 11=IIII=IIII: -- IIII-IIII
-III —IIII-1 =
T/CONCFTG
—IIII—IIII—IIII= T/coNc FTG =
IIII=IIII=IIII_ I_IIII_
-11TI=ITf�=IIII=IIII=IIII_ _ _
—IIII=IIII-IIII-IIII-IIII ° ° FIELD VERIFY
_ _ _
III III— I I I— I I —
"1=IIII=IIII=IIII=IIII=11 I ' IIII=IIII= FIELD VERIFY
IIII=IIII=IIII IIII=
- - I=IIII-III
—""="11=IIII=IIII =IIII=IIII
IIII IIII=IIII I III, IDEAL HELICAL PILE & REPAIR
-IIII=IIII= d V IIII=IIII=
I — v IIII WEDGE ANCHORS
II-IIII=11
II-IIII-1 I III BRACKET ASSEMBLY PER
IIII-IIII 1=IIII-11�
II=IIII= IIII=IIII-
d d =-IIII=
IIII=IIII a PER STABIL-LOC
_—Vir
R&R FOUNDATION SPECIALIST
- — — —
d
— — — REQUIREMENTS
I
- -11 = __ = I = 1-1 111=
- _ - - =IIII =
'-1 1=IIII=IIII=
TO CONFORM TO ESR-3750
'II=IIII=IIII=IIII_ IIII=IIII—II
-IIII- _ _
2-7/8" SHAFT W/ 10" DIAM
(E) CONTINUOUS •'"_""—IIII =IIII - I =
IDEAL HELICAL PILE & REPAIR
(E) CONTINUOUS -IIII=IIII III III IIII-
CONICFOOTING
DOUBLE HELIX W/ 3" PITCH
CONIC FOOTING
BRACKET ASSEMBLY PER
NOTES: R&R FOUNDATION SPECIALIST
NOTES: ;;- ;; STABIL-LOC CONCENTRIC PIER
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION TO CONFORM TO ESR-3750
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION ASSEMBLY PER R&R FOUNDATION
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE 2-7/8" SHAFT W/ 10" DIAM
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE SPECIALIST TO CONFORM TO ESR-4121
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. DOUBLE HELIX W/ 3„ PITCH
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. I
I
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
_
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A ----- _ _--�
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION a
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
PER ASTM 153/A123. II
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT a �
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION. �
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
CORROSION.
HELICAL PILE INSTALLATION DETAIL
2
DRIVEN PILE INSTALLATION DETAIL
3
HELICAL PILE AT POST
NEW 6"X6"X12'
WOOD BEAM
J O.000.000.4
. . . . . .. .. .. ... ...gyp,Opp,O�p,O�p,O�p,O�p,O�p...O�p,O�p,
o•000•000•000•000•000•000•000•000•000•000•000•000•000•000•000•000•000•ooe•000•000••:
,Opp,O�q,Opp,Opp,Opp,Opp,Opp,Opp,Opp,Opp,O�p,O�p,O�p,O�p,O�p,O�p,O�p, 4�p,O�p, 4�p,0.
00.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00:
♦p,Opp,Opp,Opp,Opp,Opp,Opp,Opp,O�q,Opp,Opp,Opp,Opp,Opp,O�p,O�p,O�p,O�p,P♦p,O�p,O�p:
•000.000.000.000.000.000.000.000.000.000.000.000.040.004.040.004.040.400.000.000.4 �.
Opp,Opp, Opp,Opp, O lop, Opp, O lop, O pp 4p, Opp, pip, O ,O�p, O+p, Opp, O�p,O�p, O�p,O♦q:
oo•oee•eee•eee•eeo•eoe•eeo•eoe•oee•eee•eeo•eoe•oeo•eoe•oeo•eoe•oee•eee•eee•eee•eeo•ca
00%00
♦p,0♦p,O�p,O♦p,O�p,O♦p,O�p, O�p,O�p ♦p,O�p,O�p,O�q,O�p,O♦p,O�p,O♦p: '
•000.000.000.000.000.000.000••:
O.000.000.000.000.000.000.000.000•
Otp,O�q,O�p,O�p,O�p,O�p,0
`•}O.000.000.000.000.000.000.000.0 ° 00.040.400.000.000.000.000.00.
p .o.p.o.p.o.,o.,o.p.o.p,o.p.o.000.000.000.000.q000.000.000.004•
° � •400.000.000.000.000.000.000•; 0 0
,o.p.o.:•,.....,..:.:- o.p,O.p,o.p.o.p,o.p.o.p,o.p.o.
oo•000•000•000•ooa oe•000•000•000•000•000•000•oo�:
SIMPSON PCZ POST WOOD POST PER PLAN
00.000••i
°,P,°"°•
P.p,P,q:
CAP [NOTE 21 °°° °° 6X6 MIN
00.00 P•.:.
uj
004.00•i
[NOTE 41
d d A J d d d >
. CONIC STEM WALL
' o ANCHOR PER NOTE 2, TYP ' o ' o L m
_ z
=------ �
Oep404ge0
°`"'°'"° SIMPSON EPB POST
CRUSH BLOCKING TO MATCH BASE [NOTE 2]
_�----=. __�=- ------ ----- ----------- -----Y-----•-----y----=- C CHANNEL �
OR EXCEED MIN BEARING
-_______ ______ AL _ ____________ ____________________ __________________
AREA OF 6X6 POST >°oeo°vo:> STD NUT AND 3" DIAM
' CONC FTG
L L.
[NOTE 31 (MIN) FLAT WASHER
}ooeo.
Lcn -z
°° ° EA SIDE OF PAD
=IIII= II=IIII IIII_I111=IIII=III — IIII=IIII=IIII= 1=IIII-III m
STEEL SHALL BE CON11050$l =IIII-1 11=IIII=IIII=IIII III 11= III_IIII-11 IIII=IIII= ��Q
wHERE P I -- II _IIII IIII =IIII _IIII — I II II _IIII = I _IIII _ II 1 Q
20"DIAM AG -CO °
COMPOSITE FOOTING PAD -°-- -
IF REQ'D, JUNCTI1A/f�
1=IIII=11 II11=1111-
NOTE 1 - '
[ ]
SEGMENTS TO BECTRD =IIII=11 =IIII=IIII=fi=1IQI
III-ICI -I �- II- IIII=IIII=IIII= =IIII-III
JUNCTION NOT TO CI=RI T II-IIIIril
CORN ER-ADJACEITI rgT1=1111==1 III I I = 11 I 1=1 I I= I I =
— - — — �i1�— — — — _ _ TO EXTEND
=IIII= II=IIII=IIIIM--IIII=IIII=IIII=IIII-IIII—IIII= I -- IE@EA END;
T/GRADE
=IIII-_—_—_—_— — —_= II—
— — INTERIOR
IIII-II -IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII-11 =-IIII= �d —
IIII= I�ILEI�ND-qRII44WT �11=11 1=IIII=IIII=�� 11 1'IAtcoRNERs
=IIII-11=1111-zg�� FOYNDATIII� �� �14M 1111-IIII-11 = =IIII-IIII-
1=IIII=...._...._..11=IIII=IIII=IIIIIIII-IIII-IIII=IIII=IIII=IIII=...--...._..II-IIII-III
=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=III
'll -IIII-IIII-IIII-IIII-IIII-IIII-IIII_IIII
—'�11—IIII—�111-IIII-11
NOTES:
1. COMPOSITE FOOTING PAD PER ESR-2147.
2. BEAM & COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE. 2 1 /2"
NOTES:
SIMPSON STRONG TIE CONNECTOR SCREWS TO BE USED AT ALL CONNECTIONS.
1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE.
3. CRUSH BLOCKING TO BE INSTALLED AFTER POST BASE ADJUSTMENT TO ENSURE
2) ALL ANCHORS SHALL BE 5/8"0 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM
EMBEDMENT INTO CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL
FULL BEARING AREA OF MIN POST SIZE AS REQUIRED PER ESR-2147.
PRIOR To INSTALLATION.
4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED
3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER.
IN AN ICC-ES EVALUATION REPORT.
4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER.
4
STEEL CHANNEL INSTALLATION DETAIL
5
NEW BEAM & COMPOSITE PAD DETAIL
6
NOT USED
W
C0 z
Zo
�W°�
z
,R z
w
z W z
Z z
00 w
J
REVISIONS
Q DESCRIPTION DATE BY
PROJECT NAME
16131 75TH PL W
EDMONDS, WA 98026
PROJECT NUMBER
S221027-1XR
DRAWIN o , PAM
CHECKED BY - M RT
SHEET DATE 12/07/2022
SIC,
(n
J
Q
RESM B
Apr 0523
CITY OF E�IDS
D VELOPMENVICES
DEPART
I
o Q
C)
0
z
U
w O
w
LL
w