REVIEWED BLD BLD2021-1206+Sturctural_Plans+8.30.2021_4.18.56_PM+2384119CODE: INTERNATIONAL BUILDING CODE (IBC) 2018
LOADINGS
FLOOR LIVE LOAD .....................................................
40 PSF
DECK LIVE LOAD .....................................................
60 PSF
ROOF SNOW LOAD .....................................................
25 PSF
WIND CRITERIA
BUILDING CLASSIFICATION ...............................
II
ULTIMATE WIND SPEED ......................................
110 MPH
WIND EXPOSURE ...........................................
B
TOPOGRAPHIC FACTOR, Kzt.................
1.0
SEISMIC CRITERIA
SEISMIC RISK CATEGORY ..............................
II
SPECTRAL RESPONSE COEFFICIENT, Sds ....
0.85
SPECTRAL RESPONSE COEFFICIENT, Sd1 ....
0.50
SEISMIC SITE CLASS .................................
D
SEISMIC DESIGN CATEGORY ...............................
D
STRUCTURALSYSTEM
REPLACEMENT OF EXISTING ROTTEN DECK
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.
1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY:
N.A.
FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED)
LATERAL EARTH PRESSURE ON RETAINING WALLS N.A.
2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL
CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT.
Special Inspections required for this project:
1) Soils
2) Construction and Installation of the Pin Piles
DIMENSIONAL LUMBER
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
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
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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. ALL
BEARING WALL PLATES SHALL HAVE 5/8" 0 ANCHOR BOLTS PLACED A MAXIMUM OF 9" FROM
THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE
(MAXIMUM 4'4" OC SPACING). PROVIDE 3" X 3" X 1/4" PLATE WASHERS AT ALL FOUNDATION
SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL.
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
Y N
1704.2.5 Inspection of Fabricators
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 N,
paragraph 3.2 for compliance with construction documents)
Y N
2. Material verification of structural steel
Y N
3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors)
Y N
4. Verify member locations, braces, stiffeners, and application of joint details at each connection
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
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
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
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
Y N
2) Complete penetration groove welds 5/16" or greater in risk category II
Y N
3) Thermally cut surfaces of access holes when material t > 2"
Y N
4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1
Y N
5) Fabricator's NDT reports when fabricator performs NDT
6. Structural steel bolting:
Y N
a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in
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)
1) Pre -tensioned and slip -critical joints
Y N
a) Turn -of -nut with matching markings
Y N
b) Direct tension indicator
Y N
c) Twist -off type tension control bolt
Y N
d) Turn -of -nut without matching markings
Y N
e) Calibrated wrench
2) Snug -tight joints
Y N
c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA
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 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
Y N
b. Manufacturer's certified test reports
2. Connection of cold -formed steel deck to supporting structure:
Y N
a. Welding
Y N
b. Other fasteners (in accordance with AISC 360,Section N6)
Y N
1) Verify fasteners are in conformance with approved submittal
Y N
2) Verify fastener installation is in conformance with approved submittal and manufacturer's
recommendations
3. Reinforcing steel
Y N
a. Verification of weldability of steel other than ASTM A706
Y N
b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames,
boundary elements of special concrete structural walls and shear reinforcement
Y N
c. Shear reinforcement
Y N
d. Other reinforcing steel
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
truss submittal package
1705.3 Concrete Construction
Y N
1. Inspection of reinforcing steel installation (see 1705.2.2 for welding)
Y N
2. Inspection of prestressing steel installation
Y N
3. Inspection of anchors cast in concrete where allowable loads have been increased per section
1908.5 or where strength design is used
Y N
O
4. Inspection of anchors and reinforcing steel post -installed in hardened concrete: Per research
p 9
reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning
procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment
and tightening torque
Y N
5. Verify use of approved design mix
Y N
6. Fresh concrete sampling, perform slump and air content tests and determine temperature of
concrete
Y N
7. Inspection of concrete and shotcrete placement for proper application techniques
Y N
8. Inspection for maintenance of specified curing temperature and techniques
9. Inspection of prestressed concrete:
Y N
a. Application of prestressing force
Y N
b. Grouting of bonded prestressing tendons in the seismic -force -resisting system
10. Erection of precast concrete members
Y N
a. Inspect in accordance with construction documents
Y N
b. Perform inspections of welding and bolting in accordance with Section 1705.2
Y N
11. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete
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
Y N
13. Concrete strength testing and verification of compliance with construction documents
CONCRETE AND REINFORCING
Notes:
1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not
b the Contractor or Subcontractor whose work is to be inspected or tested. An conflict of interest
Y P Y
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.
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 3000 PSI (MIN. OF 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE)
SLAB ON GRADE 3000 PSI (MIN. OF 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE)
FOUNDATION WALL 3000 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
EXTENT
Periodic
Each submittal
Periodic
Continuous
Periodic
Observe or Perform as noted (4)
Observe (4)
Observe or Perform as noted (4)
Periodic
Periodic
Periodic
Periodic
Each submittal (5)
Observe or Perform as noted (4)
Observe (4)
Periodic
Periodic
Periodic
Continuous
Continuous
Periodic
Perform (4)
Observe or Perform as noted (4)
Periodic
Each submittal
Periodic
Periodic
Periodic
Periodic
Continuous
Continuous
Periodic
Periodic
Periodic.
Periodic
Continuous
Periodic or as required by the research report issued by an
approved source
Periodic
Continuous
Continuous
Periodic
Continuous
Continuous
In accordance with construction documents
In accordance with Section 1705.2
Periodic
Periodic
Periodic
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 f'AAC prior to construction
(C) Level C Quality Assurance:
Y N
1. Verification of f'm and f'AAC 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 mortarjoints
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
Y N
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
controlled fill
Y N
5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared 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
.p p
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
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
Y N
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 Resistance
1. Inspection during welding operations of elements of the seismic -force -resisting system
Y N
2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the
Y N
seismic -force -resisting system
1705.11.4 Designated Seismic Systems Verification
Inspect and verify that that the component label, anchorage or mounting conforms to the certificate of
compliance in accordance with Section 1705.12.3
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
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. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. USE DRY E70
ELECTRODES.
2. 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.
SHEET
NUMBER
S-0
S-1
Grand total:
EXTENT
Periodic
Periodic
Periodic
Continuous
Periodic
Continuous
Periodic
Periodic
Periodic
Periodic
Level B - Periodic
Level C - Continuous
Level B - Periodic
Level C - Continuous
Continuous
Periodic
Level B - Periodic
Level C - Continuous
Continuous
Periodic
Continuous
Continuous
Level B - Periodic
Level C - Continuous
Continuous
Level B - Periodic
Level C - Continuous
Level B - Periodic
Level C - Continuous
Level B - Periodic
Level C - Continuous
Periodic
Periodic
Periodic
Periodic
Periodic
Periodic
Periodic
Continuous
Periodic
Continuous
Continuous
Continuous
Continuous
See Section 1705.2
See Section 1705.3
In accordance with construction documents
In accordance with construction documents
Continuous
Continuous
See Section 1705.3
In accordance with construction documents
Continuous
In accordance with construction documents
Continuous
Periodic
Periodic
Periodic
Periodic
Periodic
In accordance with AISC 341
Continuous
Periodic
Periodic
Periodic
Periodic
DRAWING LIST
SHEET NAME
GENERAL NOTES AND
SPECIFICATIONS
FRAMING PLAN AND DETAILS
2
ISSUE DATE
08-06-21
08-06-21
15306 61 ST PLACE NE
KENMORE, WA 98028
(425) 318-0031
info@b2engineers.com
OF WASy
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43789
CTURAL
ENGNG\�
SS/ANAL
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CHAMBERLAIN -
FINLAYSON DECK
8825 SHELL PLACE,
EDMONDS, WA 98026
DRAWING INFO
ISSUE DATE 08-06-21
ISSUED FOR PERMIT
PROJECT NO.19060
ENGINEER gg
REVISION SCHEDULE
NO. I DATE I DESCRIPTION
BLD2021-1206
RECEIVED
Aug 31 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
GENERAL NOTES
AND
SPECIFICATIONS
S-0
Copyright b2 Structural Engineers 2008
P1
2
S-1
NEW 18"X18"X12"
FOOTINGS W/ 3 - #4 E.W.
P2 o P4
I 6X6 I
FOUNDATION PLAN
1 /4" = 1 '-0"
2'- 6" CANT
DECK LEVEL
1 /4" = 1'-0"
I V L V V V /\ V I I I V V I V
(DP-1)
I 6X6 I
>,STEEL PIPE PILE NOTES:
1. P1 TO P8 DENOTES 2" VERTICAL PIN PILES
>12. THE PILES SHALL BE 2" STEEL PIPE SCHEDULE 80 (ASTM A500 GRADE B)
Y FOR 3 TONS VERTICAL LOAD CAPACITY
Y3. PILES SHALL BE DRIVEN USING MIN. 140 LBS VIBRATORY HAMMER DOWN
TO REFUSAL WITH CRITERIA OF MIN. RATE OF 60 SECONDS/ INCH FOR (3)
>' CYCLES
EXISTING BUILDING WALL
0
Special Inspections required for this project:
1) Soils
2) Construction and Installation of the Pipe Piles
PROVIDE A35 (BOTH SIDES) -
BETWEEN EXISTING RIM
BOARD AND EXISTING JOISTS
EXISTING WALL
SHEATHING TO REMAIN
REMOVDE EXISTING SIDING AS
NEEDED TO INSERT NEW PT
LEDGER; PROVIDE FLASHING
/
PROVIDE LUS
HANGER (TYP.)
NEW PT JOISTS
PER PLAN
Lo P6 o P8 '� 0 — — —
P5 P7 SIMPSON DTT1Z
6X6 6X6 AT 48" (TYP.)
EXISTING FLOOR
JOISTS TO REMAIN PT LEDGER WITH 4" LONG TIMBERLOK
SCREWS AT 8"; PROVIDE WATER BARRIER
BETWEEN LEDGER AND SHEATHING
EXISTING EXTERIOR
WALL TO REMAIN
FXISTING FI 00R JOISTS, TO RFMAIN
NOTES:
1. ALL STEEL BOLTS AND LAG SCREWS SHALL BE
HOT -DIPPED GALVANIZED A-307 OR A-36
2. ALL EXPOSED LUMBERS SHALL BE PRESSURED
TREATED HF#2
H
-Z
U
0
i CV
2'- 6" CANT.
Detail 1
3/4" = 1'-011
Detail 3
3/4" = 1'-0"
Detail 2
3/4" = 1'-0"
EXISTING WALL
SHEATHING TO REMAIN
REMOVDE EXISTING SIDING AS
NEEDED TO INSERT NEW PT
LEDGER; PROVIDE FLASHING
PROVIDE LUS PROVIDE PT BLOCKING 3
HANGER (TYP.)
S-1
SIMPSON DTT1Z — NEW PT JOISTS
AT 4811 (TYP.) PER PLAN
PT LEDGER WITH 4" TIMBERLOK AT 8";
PROVIDE WATER BARRIER BETWEEN
LEDGER AND SHEATHING
EXISTING EXTERIOR
WALL TO REMAIN
NEW PT BEAM
PER PLAN
CCQ POST
CAP (TYP.)
(0
N
PROVIDE KBS1Z KNEE
BRACE STABILIZER (BOTH
SIDES, TOP AND BOTTOM)
4X4 PT GUARDRAIL POSTS
AT 6' MAX W/ EXTERIOR
GRADE RAILING TO BE
ABLE TO WITHSTAND 200
LBS CONCENTRATED
FORCE AT ANY LOCATION
A35 ANGLE AT EACH
SIDE OF JOISTS AND
POSTS
- (6) 6" LONG
TIMBERLOK SCREWS
AT 2" O.C. (2 ROWS)
DOUBLE PT RIM BOARD
(TYP. AT PERIMETER)
PROVIDE H2.5 TIE
AT EACH JOIST
6X6 PT KNEE
BRACE PER PLAN
(4) 5" LONG TIMBERLOK
SCREWS AT EACH POST
4X4 PT GUARDRAILS
(COPED AT THE POSTS)
ih
NEW PT POST
_ PER PLAN
PROVIDE ABU POST BASE
& 5/8"X4" STRONG BOLT 2
— o a,
3 - #4 E.W.
III IIIIIIII II
—_2" PIN PILE WITH CAP
PLATE (DRIVEN DOWN =1' 6" SQUARE
TO BEARING LAYER)— —
GRANULAAR ROCK
RETAINING
WALL BLOCK
IL. UNITS
LO
CV
V
COMPACTED
SUB -BASE
—
15306 61 ST PLACE NE
KENMORE, WA 98028
(425) 318-0031
info@b2engineers.com
P OF WASy� S',p
-CMG 'YCT /
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�.A 43789
cTURAL eNONG\�
�SS/ONAL E
CHAMBERLAIN -
FINLAYSON DECK
8825 SHELL PLACE,
EDMONDS, WA 98026
DRAWING INFO
ISSUE DATE 08-06-21
ISSUED FOR PERMIT
PROJECT NO.19060
ENGINEER BB
REVISION SCHEDULE
NO. i DATE I DESCRIPTION
RECEIVED
Aug 31 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FRAMING PLAN
AND DETAILS
S-1
Copyright b2 Structural Engineers 2008