APPROVED REVISION BLD2022-0766+Building_or_Construction_Plan+6.6.2023_9.14.59_PM+3592595CODE: INTERNATIONAL BUILDING CODE (IBC) 2018
GENERAL CONDITIONS
1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE
STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING
WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE
CONDITIONS BEFORE STARTING WORK.
2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING
DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL
ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED.
3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND
TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE
STRINGENT REQUIREMENT SHALL APPLY.
4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION
SHALL BE THE SAME AS FOR SIMILAR WORK.
5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON
THESE DRAWINGS.
6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL
ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE
STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE.
7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND
PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS
DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE
GENERAL NOTES OR THE STRUCTURAL DRAWINGS.
9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP
ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH
THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC)
AND STANDARDS REFERENCED THEREIN.
10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT
BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR
SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS.
11. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER
MAY REQUEST PAYMENT FOR REVIEW.
FOUNDATION
1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY:
GEO GROUP NORTHWEST INC, DATED MARCH 28, 2022
FOOTING BEARING PRESSURE: 2000 PSF
LATERAL EARTH PRESSURE ON RETAINING WALLS 50 PSF
2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL
CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT.
DIMENSIONAL LUMBER, ANCHOR BOLT AND NAILING SPECIFICATIONS
1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD
DIMENSIONAL LUMBER. BEAR STAMP OF WWPA.
2. MINIMUM DIMENSIONAL LUMBER GRADES TO BE:
WALL STUDS, 2X, 3 X........
HF STUD GRADE
WALL PLATES, 2X, 3X........
HF STANDARD GRADE U.N.O
JOISTS, 2 X 6: .............
HF #2
JOISTS, 2 X 8 AND UP.......
DF #2
BEAMS, HEADERS, 6X ........
DF #2
BEAMS, HEADERS, 4X.........
DF #2, WWPA GRADING
POSTS, 4X, 6X..............
DF #2 U.N.O
LUMBER NOT NOTED HERE...
DF #2 U.N.O
3. PROVIDE STANDARD CUT WASHERS
FOR BOLT HEADS AND NUTS BEARING AGAINST
WOOD.
4. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH
OR RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/ HEMFIR IN
ACCORDANCE TO WITH AWPA U1 (PLANT/SHOP TREATMENT) AND M4 (FIELD TREATMENT)
STANDARDS. ALL BEARING WALL PLATES SHALL HAVE 5/8" O x10" J-BOLTS PLACED AT
MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE
SHEARWALL SCHEDULE (MAXIMUM 4'-0" OC SPACING). PROVIDE BP PLATE WASHER AT ALL
FOUNDATION SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER
SECTION OF SILL. FOR NON-SHEARWALL, PLACE ANCHORS AT 48".
5. BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4
DIAMETERS FROM THE EDGE OF THE MEMBER.
6. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1.
7. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED
GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT
WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85
OZ OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL SIMPSON Z-MAX
CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER
SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS)
8. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -
DRY" AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF
NO MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR
GREATER SHALL BE STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT
OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE.
9. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR
APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.
REQUIRED? (Y/N) MATERIAL / ACTIVITY EXTENT
Y N 1704.2.5 Inspection of Fabricators Periodic
Verify fabrication/quality control procedures
Y N 1705.1.1 Special Cases (work unusual in nature, including but not limited to alternative materials
and systems, unusual design applications, materials and systems with special manufacturer's
requirements)
1705.2 Steel Construction
Y
N
1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter
Each submittal
N, paragraph 3.2 for compliance with construction documents)
Y
N
2. Material verification of structural steel
Periodic
Y
N
3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors)
Continuous
Y
N
4. Verify member locations, braces, stiffeners, and application of joint details at each connection
Periodic
comply with construction documents
5. Structural steel welding:
Y
N
a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA
Observe or Perform as noted (4)
tasks listed in AISC 360, Table N5.4-1)
Y
N
b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA
Observe (4)
tasks listed in AISC 360, Table N5.4-1)
Y
N
c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA
Observe or Perform as noted (4)
tasks listed in AISC 360, Table N5.4-3)
d. Nondestructive testing (NDT) of welded joints: see Commentary
Y
N
1) Complete penetration groove welds 5/16" or greater in risk category III or IV
Periodic
Y
N
2) Complete penetration groove welds 5/16" or greater in risk category II
Periodic
Y
N
3) Thermally cut surfaces of access holes when material t > 2"
Periodic
Y
N
4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1
Periodic
Y
N
5) Fabricator's NDT reports when fabricator performs NDT
Each submittal (5)
6. Structural steel bolting:
Y
N
a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in
Observe or Perform as noted (4)
accordance with QA tasks listed in AISC 360, Table N5.6-1)
Y
N
b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2)
Observe (4)
1) Pre -tensioned and slip -critical joints
Y
N
a) Turn -of -nut with matching markings
Periodic
Y
N
b) Direct tension indicator
Periodic
Y
N
c) Twist -off type tension control bolt
Periodic
Y
N
d) Turn -of -nut without matching markings
Continuous
Y
N
e) Calibrated wrench
Continuous
2) Snug -tight joints
Periodic
Y
N
c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA
Perform (4)
tasks listed in AISC 360, Table N5.6-3)
Y
N
7. Inspection of steel elements of composite construction prior to concrete placement in accordance
Observe or Perform as noted (4)
with QA tasks listed in AISC 360, Table N6.1
1705.2.2 Steel Construction Other Than Structural Steel
1. Material verification of cold -formed steel deck:
Y
N
a. Identification markings
Periodic
Y
N
b. Manufacturer's certified test reports
Each submittal
2. Connection of cold -formed steel deck to supporting structure:
Y
N
a. Welding
Periodic
Y
N
b. Other fasteners (in accordance with AISC 360,Section N6)
Y
N
1) Verify fasteners are in conformance with approved submittal
Periodic
Y
N
2) Verify fastener installation is in conformance with approved submittal and manufacturer's
Periodic
recommendations
3. Reinforcing steel
Y
N
a. Verification of weldability of steel other than ASTM A706
Periodic
Y
N
b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames,
Continuous
boundary elements of special concrete structural walls and shear reinforcement
Y
N
c. Shear reinforcement
Continuous
Y
N
d. Other reinforcing steel
Periodic
4. Cold -formed steel trusses spanning 60 feet or greater
Y
N
a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved
Periodic
truss submittal package
1705.3 Concrete Construction
Y
N
1. Inspection of reinforcing steel installation (see 1705.2.2 for welding)
Periodic.
Y
N
2. Inspection of prestressing steel installation
Periodic
Y
N
3. Inspection of anchors cast in concrete where allowable loads have been increased per section
Continuous
1908.5 or where strength design is used
ON
4. Inspection of anchors and reinforcing steel post -installed in hardened concrete: Per research
Periodic or as required by the research report issued by an
reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning
approved source
procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment and
tightening torque
Y
N
5. Verify use of approved design mix
Periodic
Y
N
6. Fresh concrete sampling, perform slump and air content tests and determine temperature of
Continuous
concrete
Y
N
7. Inspection of concrete and shotcrete placement for proper application techniques
Continuous
Y
N
8. Inspection for maintenance of specified curing temperature and techniques
Periodic
9. Inspection of prestressed concrete:
Y
N
a. Application of prestressing force
Continuous
Y
N
b. Grouting of bonded prestressing tendons in the seismic -force -resisting system
Continuous
10. Erection of precast concrete members
Y
N
a. Inspect in accordance with construction documents
In accordance with construction documents
Y
N
b. Perform inspections of welding and bolting in accordance with Section 1705.2
In accordance with Section 1705.2
Y
N
11. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete
Periodic
and prior to removal of shores and forms from beams and structural slabs
Y
N
12. Inspection of formwork for shape, lines, location and dimensions
Periodic
Y
N
13. Concrete strength testing and verification of compliance with construction documents
Periodic
Notes:
1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and
not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of
interest must be disclosed to the Building Official prior to commencing work. The qualifications of
the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building
Official and/or the Design Professional.
2. The list of Special Inspectors may be submitted as a separate document, if noted so above.
3. Special Insepctions as required by Section 1704.2.5 are not required where the fabricator is
approved in accordance with IBC Section 1704.2.5.2
4. Observe on a random basis, operations need not be delayed pending these inspections. Perform
these tasks for each welded joint, bolted connection, or steel element.
5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator
when approved by the AHJ. Refer to AISC 360, N7.
CONCRETE AND REINFORCING
1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS
EXCEPT AS MODIFIED BELOW:
ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE"
ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
ACI-305R - "HOT WEATHER CONCRETING"
ACI-306R - "COLD WEATHER CONCRETING"
ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE"
2. CONCRETE MIX SPECIFICATIONS
LOCATION COMP. SRENGTH W/C RATIO AIR CONTENT REMARK
FOOTING 2500 PSI (MIN. OF 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE)
SLAB ON GRADE 2500 PSI (MIN. OF 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE)
FOUNDATION WALL 2500 PSI (MIN. OF 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE)
TOPPING N.A.
a. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE
± 1% AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. (AFTER PUMPING
IF APPLICABLE). ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE AN APPROVED
ADMIXTURE TO ENTRAIN AIR - 5% TOTAL AIR REQUIRED. CONCRETE THAT CAN BE SUBJECTED
TO FREEZING AND THAWING DURING CONSTRUCTION SHALL BE AIR ENTRAINED.
3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE STEEL REINFORCING
REQUIRED? (Y/N) MATERIAL / ACTIVITY
1705.4 Masonry Construction
(A) Level A, B and C Quality Assurance:
Y N
1. Verify compliance with approved submittals
(B) Level B Quality Assurance:
Y N
1. Verification of fm and fAAC prior to construction
(C) Level C Quality Assurance:
Y N
1. Verification of fm and fAAC prior to construction and for every 5,000 SF during construction
Y N
2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and
grout other than self -consolidating grout, as delivered to the project site
Y N
3. Verify placement of masonry units
(D) Levels B and C Quality Assurance:
Y N
1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered
to the project
Y N
2. Verify compliance with approved submittals
Y N
3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons
Y N
4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and
anchorages
Y N
5. Verify construction of mortar joints
Y N
6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages
Y N
7. Verify grout space prior to grouting
Y N
8. Verify placement of grout and prestressing grout for bonded tendons
Y N
9. Verify size and location of structural masonry elements
Y N
10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural
members, frames, or other construction.
Y N
11. Verify welding of reinforcement (see 1705.2.2)
Y N
12. Verify preparation, construction, and protestion of masonry during cold weather (temperature
below 40oF) or hot weather (temperature above 90oF)
Y N
13. Verify application and measurement of prestressing force
Y N
14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF
of AAC masonry)
Y N
15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first
5000 SF of AAC masonry)
Y N
16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry)
Y N
17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry)
Y N
18. Prepare grout and mortar specimens
Y N
19. Observe preparation of prisms
1705.5 Wood Construction
Y N
1. Inspection of the fabrication process of wood structural elements and assemblies in accordance
with Section 1704.2.5
Y N
2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with
approved building plans
Y N
3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail
or staple diameter and length, number of fastener lines, and that spacing between fasteners in each
line and at edge margins agree with approved building plans
Y N
4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent
restraint/bracing are installed in accordance with the approved truss submittal package
1705.6 Soils
1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.
Y N
2. Verify excavations are extended to proper depth and have reached proper material.
Y N
3. Perform classification and testing of controlled fill materials.
Y N
4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of
Y N
controlled fill
5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared
Y N
properly
1705.7 Driven Deep Foundations
Y N
1. Verify element materials, sizes and lengths comply with requirements
Y N
2. Determine capacities of test elements and conduct additional load tests, as required
Y N
3. Observe driving operations and maintain complete and accurate records for each element
Y N
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 any damage to foundation element
Y N
5. For steel elements, perform additional inspections per Section 1705.2
Y N
6. For concrete elements and concrete -filled elements, perform additional inspections per Section
1705.3
Y N
7. For specialty elements, perform additional inspections as determined by the registered design
professional in responsible charge
Y N
8. Perform additional inspections and tests in accordance with the construction documents
1705.8 Cast -in -Place Deep Foundations
Y N
1.Observe drilling operations and maintain complete and accurate records for each element
Y N
2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if
applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata
capacity. Record concrete or grout volumes
Y N
3. For concrete elements, perform additional inspections in accordance with Section 1705.3
Y N
4. Perform additional inspections and tests in accordance with the construction documents
1705.9 Helical Pile Foundations
Y N
1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque
and other data as required.
Y N
2. Perform additional inspections and tests in accordance with the construction documents
1705.10.1 Structural Wood Special Inspections For Wind Resistance
Y N
1. Inspection of field gluing operations of elements of the main windforce-resisting system
Y N
2. Inspection of nailing, bolting, anchoring and other fastening of components within the main
windforce-resisting system
1705.10.2 Cold -formed Steel Special Inspections For Wind Resistance
Y N
1.Inspection during welding operations of elements of the main windforce-resisting system
Y N
2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the
main windforce-resisting system
1705.10.3 Wind -resisting Components
Y N
1. Roof cladding
Y N
2. Wall cladding
Y N
1705.11.1 Structural Steel Special Inspections for Seismic Resistance
Inspection of structural steel in accordance with AISC 341
Y N
1705.11.2 Structural Wood Special Inspections for Seismic Resistance
Y N
1. Inspection of field gluing operations of elements of the seismic -force resisting system
2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic -
force -resisting system
1705.11.3 Cold -formed Steel Light -Frame Construction Special Inspections for Seismic
Y N
Resistance
Y N
1. Inspection during welding operations of elements of the seismic -force -resisting system
2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the
seismic -force -resisting system
STRUCTURAL AND MISCELLANEOUS STEEL
STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER ARCHITECT
REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95% ZINC RICH
PAINT PER ASTM A780. COLOR TO MATCH EXISTING.
STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI)
WIDE FLANGE COLUMNS / BEAMS: ASTM 572 GR50
STEEL PIPE: SCHEDULE 40, CONFORMING TO ASTM A53, TYPE E OR S, GRADE B (Fy = 35 KSI.)
ALL OTHER STEEL: ASTM A36 (Fy = 36 KSI) OR ASTM A992
BOLTS: ASTM A307 (WOOD/STEEL CONN)
BOLTS: ASTM A325/A490 WITH LOCK WASHERS (STEEL/STEEL AND STEEL/CONC CONN)
ANCHOR BOLTS: ASTM A307 (WOOD FRAMING)
ANCHOR BOLTS: ASTM A325 (STEEL FRAMING)
ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD
INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
STRUCTURAL STEEL WELDING
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. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. USE DRY E70
ELECTRODES. ALL WELDING SHALL CONFORM TO THE AWS CODES, AND SHALL BE BY CERTIFIED WELDERS. WELDS NOT
SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES.
WA9=1►119
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'SPECIAL
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info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
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Level B - Periodic ALL WORK SUBJECT APPROVED
Level C - Continuous TO FIELD PLANS MUST E
Level B - Periodic INSPECTION FOR
Level C - Continuous CODE COMPLIANCE ON JOB SITE
Continuous
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Level B - Periodic
Level C - Continuous REVISED PLAN APPROVED
Continuous
Periodic CITY OF EDMONDS BUILDING DIVISION
Continuous P07LOWMLOL el�
Continuous BUILDING OFFICIAL
Level B - Periodic Jun 21 2023
Level C - Continuous APPROVED DATE
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Level C - Continuous
Level B- Periodic
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revised set of plans replaces entire
approved set of plans dated 9/27/2022.
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See Section 1705.2
See Section 1705.3
In accordance with construction documents
In accordance with construction documents
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Continuous
See Section 1705.3
In accordance with construction documents
Continuous
In accordance with construction documents
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In accordance with AISC 341
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DRAWING LIST
SHEET
NUMBER
S-0
SHEET NAME
GENERAL NOTES AND
SPECIFICATIONS
ISSUE DATE
06-06-23
S-1
SITE PLAN
06-06-23
S-2
ENCROACHMENT SITE PLAN
06-06-23
S-3
MANHOLE SITE PLAN
06-06-23
S-4
FRAMING PLANS AND DETAILS
06-06-23
Grand total: 5
BLD2022-0766
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REVISION
Jun 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DRAWING INFO
ISSUE DATE 06-06-23
ISSUED FOR PERMIT
PROJECT N0. 22090
ENGINEER BB
REVISION SCHEDULE
NO. DATE I DESCRIPTION
GENERAL NOTES
AND
SPECIFICATIONS
S-0
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PROPERTY OWNER:
CHERMAK HOWARD
AND JUDITH
PROPERTY ADDRESS:
1214 11TH PL NE,
EDMONDS, WA 98020
PARCEL NO.:
00606600001600
CITY OF EDMONDS
EASEMENT #1748010:
EAST 35' O F LOT 16
LEGAL DESCRIPTION:
VIEWLAND HEIGHTS
BLK 000 D-00 - LOT 16
PROJECT DESCRIPTION:
CONSTRUCTING NEW
CONCRETE RETAINING
WALL IN SLOPED
TERRAIN IN REAR -YARD
ENGINEERING DIVISION
APPROVED AS NOTED
06/21/2023
***REVISION TO HEIGHT OF WALL ONLY. SEE PLANS
APPROVED ON 9/21/2022 FOR ENGINEERING
REQUIREMENTS. ***
APPROVED BY PLANNING
4rxa� d2,y,-"
Jun 23 2023
*CUT WALL. APPROVED FOR REVISION TO
HEIGHT OF WALL ONLY.
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
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�SS/ONAL
EN�
H OWARD
CHERMAK
RETAINING WALL
1214 11 TH PLACE
NORTH, EDMONDS, WA
98020
REVISION
Jun 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DRAWING INFO
ISSUE DATE 06-06-23
ISSUED FOR PERMIT
PROJECT NO. 22090
ENGINEER BB
SITE PLAN
S.1
Copyright b2 Structural Engineers 2008
EXISTING
RESIDENCE
Yi
DECK U
00 =
w
U)
� o
PROPERTY LINE N ry
w_
0
SEWER STUD TO -
CITY SEWER MAIN
EASEMENT #1748010
35'-0"
-25' - 6„ +/_
REAR -YARD SETBACK
PROPERTY OWNER:
C H E RMAK H OWARD AND
JUDITH
PROPERTY ADDRFZS.
1214 11TH
EDMONDS
PARCEL NO.:
i— 7
A 98020
06600001600
CITY OF EDMONDS
EASEMENT
#1748010:
EAST 35' OF LOT 1 E
LEGAL DESCRIPTION:
VIEWLAND HEIGHTS
BLK 000 D-00 - LOT 16
PROJECT DESCRIPTION:
CONSTRUCTING NEW
CONCRETE RETAINING
WALL IN SLOPED
TERRAIN IN REAR -YARD
***THIS PLAN SHEET IS BEING REVIEWED AND APPROVED
UNDER A SEPARATE ENCROACHMENT PERMIT.***
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H OWARD
CH ERMAK
RETAINING WALL
1214 11 TH PLACE
NORTH, EDMONDS, WA
98020
REVISION
Jun 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DRAWING INFO
ISSUE DATE 06-06-23
ISSUED FOR PERMIT
PROJECT NO. 22090
ENGINEER BB
REVISION SCHEDULE
NO. I DATE I DESCRIPTION
ENCROACHMENT
SITE PLAN
V
E
OACHMENT SITE PLAN
1611
6" = 1 '-0"
S-2
Copyright b2 Structural Engineers 2008
80' - 0" +/-
IMPORTANT NOTES ON FOUNDATION:
1 2
S-4 S-4 CONTRACTOR TO FIELD VERIFY HEIGHT OF
RETAINING SOIL FOR REQUIRED WALL HEIGHT
r� AND FOOTING SIZE
c
° _ - - -
, a a
- as - °- _ d -
'
n FOUNDATION PLAN
1 /4" = 1'-0"
0'-6"
1:1 SOIL SLOPE -
_ 1'-0"
EXISTING FOUNDATION
TO REMAIN I
1:1 SOIL SLOPE
-� 12" TOP COMPACTED
_ 1�f AND RELATIVELY
IMPERMEABLE SOIL
PER GEOTECH REPORT 0'- 6"
H,-2" CLR
d - - ----2 CLR
,- 1/2" VERTICAL DRAIN MAT
#4 AT 12"
OR OTHER APPROVED
E.W.
- PRODUCTS PER GEOTECH
a. a
RECOMMENDATIONS
M
°d
DRAIN GRAVEL WRAPPED
a
IN FABRICS PER GEOTECH
w
RECOMMENDATIONS PER
NOTES ON S-1
of
Ili
4'01PVC
0' - 91-
DRAIN PIPE
(2)-#5 LONG
BARS
i�
SOIL PREPARATIONS PER
—
-1'- 6"
NOTES ON S-1
Detail 1
1 If
= 1'-0"
EXTENDED 24" INTO
THE FOOTING (T & B)
n STEP FOOTING DETAIL
1/2" = 1'-0"
0
EXISTING RESIDENCE
TO REMAIN
12" TOP COMPACTED AND
RELATIVELY IMPERMEABLE
SOIL PER GEOTECH REPORT
1/2" VERTICAL DRAIN MAT
#4 AT 12" - OR OTHER APPROVED
E.W. - PRODUCTS PER GEOTECH #4 AT -
RECOMMENDATIONS 12" E.W.
Q -
a01a.1.7_11IM RI
1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY:
GEO GROUP NORTHWEST INC, DATED MARCH 28, 2022
FOOTING BEARING PRESSURE: 2000 PSF
LATERAL EARTH PRESSURE ON RETAINING WALLS: 50 PSF
2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS
REPORT
ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC
MATERIALS). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS.
PER GEOTECH RECOMMENDATIONS:
1. THE TOP 12 INCHES OF THE FILL BEHIND THE WALL SHOULD CONSIST OF COMPACTED AND RELATIVELY IMPERMEABLE SOIL. THE BACKFILL IN AREAS
ADJACENT TO CONCRETE RETAINING WALL SHOULD BE COMPACTED WITH HANDHELD EQUIPMENT (SUCH AS A JUMPING JACK). HEAVY COMPACTING
MACHINES SHOULD NOT BE ALLOWED WITHIN A HORIZONTAL DISTANCE TO THE WALL EQUIVALENT TO ONE HALF OF THE WALL HEIGHT, UNLESS THE WALL
IS DESIGNED TO ACCOMMODATE THE ADDED SURCHARGE.
2. FINAL SITE GRADES SHOULD DIRECT SURFACE WATER AWAY FROM PROPOSED RETAINING WALL. SUBSURFACE DRAINS SHOULD BE INSTALLED
ALONGSIDE THE PROPOSED RETAINING WALL. THE DRAIN SHOULD CONSIST OF A 4-INCH MINIMUM DIAMETER, PERFORATED, RIGID PVC DRAIN PIPE LAID AT
THE BOTTOM OF THE WALL, WITH THE PERFORATIONS FACING DOWNWARD. THE DRAIN ROCK AND PIPE SHOULD EACH BE WRAPPED IN A LAYER OF
GEOTEXTILE FABRIC OR EQUIVALENT. THE DRAIN LINE SHOULD BE SLOPED AT SUFFICIENT GRADIENT TO GENERATE FLOW TOWARD AN APPROPRIATE
STORMWATER DISCHARGE LOCATION OR COLLECTION SYSTEM.
3. TO PREVENT BUILDUP OF HYDROSTATIC PRESSURE BEHIND CONVENTIONAL RETAINING WALLS, A VERTICAL DRAIN EXTENDING FROM FINISHED SURFACE
GRADE DOWN TO THE FOOTING DRAIN SHOULD BE INSTALLED. IN ADDITION, IT IS RECOMMENDED THAT A PRISM OF CLEAN, GRANULAR, FREE DRAINING
STRUCTURAL BACKFILL MATERIAL AT LEAST 12 INCHES WIDE BE BACKFILLED AGAINST THE MATTED WALL.
0 LEGEND AND NOTES
1 /4" = 1'-0"
I
1:1 SOIL SLOPE 12" TOP COMPACTED
AND RELATIVELY
IMPERMEABLE SOIL
PER GEOTECH REPORT
0'-6"
2" CLR
d 1/2" VERTICAL DRAIN MAT
OR OTHER APPROVED
- PRODUCTS PER GEOTECH
9
RECOMMENDATIONS
8 -
d o
AT 12"
E.W.
- —
ad -
DRAIN GRAVEL WRAPPED —
IN FABRICS PER GEOTECH
wRECOMMENDATIONS PER #5 AT 12"
p _ NOTES ON S-1 E.W. 'd
-00- d ° ' ®; ° ` RETAINING WALL — DRAIN GRAVEL WRAPPED
o 1- 0 =o I_ DRAINAGE SHALL _ ��'_'0�� _ IN FABRICS PER GEOTECH
NOT DISCHARGE j w _ RECOMMENDATIONS PER
- — NOTES ON S-1
° TO SEWER OR o0 p
1' - 9° o' - 9° 4°� Pvc DRAIN PIPE ONSITE DETENTION uo
SYSTEM. VERIFY
�SOIL PREPARATIONS WITH CITY
NOTES ON S-1
INSPECTOR THAT
RETAINING WALL
DRAINAGE
III �� ��� �� III III III III DISCHARGES TO
AN APPROVED
Detail 2 LOCATION.
3/4" = 1'-0"
I -
-4"QJ PVC DRAIN PIPE
I I _SOIL PREPARATIONS
-PER NOTES ON S-1
- PROVIDE 8"X12" SHEAR KEY
WITH #4 BENT BAR AT 12"
O.C. AND (1) #4 LONG BAR
I III--7-III III II II ___7
®i
I
ENGINEERING DIVISION
APPROVED AS NOTED
06/21 /2023
MANHOLE
LID COVER
100 FT
°.' cd ° e
TYPE II PRECAST
MANHOLE
O n
° 4
d _�
O -
SEWER LINE TO - SEWER LINE TO SEWER
1214 11TH PL N MAIN (NORTH)
O 4' - 0„ a EXISTING
O
92.5 FT —
92.4 FT
6" PVC
\ \ 8" PVC
d -
aa,
MANHOLE WILL °
4' 4
NEED TO BE
CHANNEL. NO
CATCH.
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
Q`' OF wary
i
2
�fj LPG 43789
�c cTURALENGNG��`G
'9S/ONAL E
H OWARD
CH ERMAK
RETAINING WALL
1214 11 TH PLACE
NORTH, EDMONDS, WA
98020
REVISION
Jun 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DRAWING INFO
MANHOLE TO BE INSTALLED PER
Detail 3 MANHOLE ELEVATION CITY STANDARD DETAIL GU-421
r:nnTlnlr_ QPInIP - �X; AT 19"
U 3/4" = 1'-0" U 3/4" = 1'-0" ISSUE DATE 06-06-23
ry
ISSUED FOR PERMIT
U
ih
PROJECT NO. 22090
ENGINEER BB
FRAMING PLANS
AND DETAILS
S-4
Copyright b2 Structural Engineers 2008