APPROVED BLD2020-1332+STRUCTURAL PLANS+12.5.2020_1.46.51_PMCODE: INTERNATIONAL BUILDING CODE (IBC) 2015
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, Ss ....
1.30
SPECTRAL RESPONSE COEFFICIENT, S1 ....
0.50
SEISMIC SITE CLASS ..............................
D
SEISMIC DESIGN CATEGORY ...............................
D
STRUCTURAL DESCRIPTIONS
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:
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.
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" 0 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
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 II I 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
OY
N
1908.5 or where strength design is used
4. Inspection of anchors and reinforcing steel post -installed in hardened concrete: Per research
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
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
EXTENT
REQUIRED? (Y/N)
MATERIAL / ACTIVITY
EXTENT
Periodic
1705.4 Masonry Construction
(A) Level A, B and C Quality Assurance:
Y
N
1. Verify compliance with approved submittals
Periodic
(B) Level B Quality Assurance:
Y
N
1. Verification of f'm and f'AAC prior to construction
Periodic
(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
Periodic
Y
N
2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and
Continuous
grout other than self -consolidating grout, as delivered to the project site
Each submittal
Y
N
3. Verify placement of masonry units
Periodic
(D) Levels B and C Quality Assurance:
Periodic
Y
N
1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered
Continuous
Continuous
to the project
Periodic
Y
N
2. Verify compliance with approved submittals
Periodic
Y
N
3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons
Periodic
Y
N
4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and
Periodic
Observe or Perform as noted (4)
anchorages
Y
N
5. Verify construction of mortar joints
Periodic
Observe (4)
Y
N
6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages
Level B - Periodic
Level C - Continuous
Observe or Perform as noted (4)
Y
N
7. Verify grout space prior to grouting
Level B - Periodic
Level C - Continuous
Y
N
8. Verify placement of grout and prestressing grout for bonded tendons
Continuous
Periodic
Y
N
9. Verify size and location of structural masonry elements
Periodic
Periodic
Y
N
10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural
Level B - Periodic
Periodic
members, frames, or other construction.
Level C - Continuous
Periodic
Y
N
11. Verify welding of reinforcement (see 1705.2.2)
Continuous
Each submittal (5)
Y
N
12. Verify preparation, construction, and protestion of masonry during cold weather (temperature
Periodic
below 40oF) or hot weather (temperature above 90oF)
Observe or Perform as noted (4)
Y
N
13. Verify application and measurement of prestressing force
Continuous
Y
N
14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of
Continuous
Observe (4)
AAC masonry)
Y
N
15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first
Level B - Periodic
Periodic
5000 SF of AAC masonry)
Level C - Continuous
Periodic
Y
N
16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry)
Continuous
Periodic
Y
N
17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry)
Level B - Periodic
Continuous
Level C - Continuous
Continuous
Y
N
18. Prepare grout and mortar specimens
Level B - Periodic
Periodic
Level C - Continuous
Perform (4)
Y
N
19. Observe preparation of prisms
Level B - Periodic
Level C - Continuous
Observe or Perform as noted (4)
1705.5 Wood Construction
Y
N
1. Inspection of the fabrication process of wood structural elements and assemblies in accordance
Periodic
with Section 1704.2.5
Y
N
2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with
Periodic
approved building plans
Periodic
Y
N
3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail
Periodic
Each submittal
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
Periodic
Y
N
4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent
Periodic
restraint/bracing are installed in accordance with the approved truss submittal package
Periodic
Periodic
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.
Periodic
Periodic
Y
N
3. Perform classification and testing of controlled fill materials.
Periodic
Continuous
Y
N
4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of
Periodic
Y
N
controlled fill
Continuous
Continuous
5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared
Periodic
Y
N
properly
Periodic
Periodic
1705.7 Driven Deep Foundations
Y
N
1. Verify element materials, sizes and lengths comply with requirements
Continuous
Y
N
2. Determine capacities of test elements and conduct additional load tests, as required
Continuous
Y
N
3. Observe driving operations and maintain complete and accurate records for each element
Continuous
Periodic.
Y
N
4. Verify placement locations and plumbness, confirm type and size of hammer, record number of
Continuous
Periodic
blows per foot of penetration, determine required penetrations to achieve design capacity, record tip
Continuous
and butt elevations and document any damage to foundation element
Y
N
5. For steel elements, perform additional inspections per Section 1705.2
See Section 1705.2
Periodic or as required by the research report issued by an
Y
N
6. For concrete elements and concrete -filled elements, perform additional inspections per Section
See Section 1705.3
approved source
1705.3
Y
N
7. For specialty elements, perform additional inspections as determined by the registered design
In accordance with construction documents
professional in responsible charge
Periodic
Y
N
8. Perform additional inspections and tests in accordance with the construction documents
In accordance with construction documents
Continuous
1705.8 Cast -in -Place Deep Foundations
Continuous
Y
N
1.Observe drilling operations and maintain complete and accurate records for each element
Continuous
Periodic
Y
N
2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if
Continuous
applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata
Continuous
capacity. Record concrete or grout volumes
Continuous
Y
N
3. For concrete elements, perform additional inspections in accordance with Section 1705.3
See Section 1705.3
Y
N
4. Perform additional inspections and tests in accordance with the construction documents
In accordance with construction documents
In accordance with construction documents
In accordance with Section 1705.2
1705.9 Helical Pile Foundations
Periodic
Y
N
1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque
Continuous
and other data as required.
Periodic
Y
N
2. Perform additional inspections and tests in accordance with the construction documents
In accordance with construction documents
Periodic
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
Continuous
Y
N
2. Inspection of nailing, bolting, anchoring and other fastening of components within the main
Periodic
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
Periodic
Y
N
2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the
Periodic
main windforce-resisting system
1705.10.3 Wind -resisting Components
Y
N
1. Roof cladding
Periodic
Y
N
2. Wall cladding
Periodic
Y
N
1705.11.1 Structural Steel Special Inspections for Seismic Resistance
In accordance with AISC 341
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
Continuous
Y
N
2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic-
Periodic
force -resisting system
1705.11.3 Cold -formed Steel Light -Frame Construction Special Inspections for Seismic
Resistance
Y
N
1. Inspection during welding operations of elements of the seismic -force -resisting system
Periodic
Y
N
2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the
Periodic
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 / BEAN/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.
DRAWING LIST
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
CRY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
Pam' OF WASy7 S
Q-
�,fj TPG 43789
O�cl� CTURA L ENGNG�
sSIONAL
PAUL &TRICIA
HOFER REMODEL
8938179TH PL SW,
EDMONDS, WA 98026
DRAWING INFO
ISSUE DATE 11-19-20
ISSUED FOR PERMIT
PROJECT NO.20157
ENGINEER BB
REVISION SCHEDULE
NO. I DATE DESCRIPTION
RECEIVED
Dec 14 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET
NUMBER
S-0
S-1
SHEET NAME
GENERAL NOTES AND
SPECIFICATIONS
FRAMING PLANS
ISSUE DATE
11-19-20
11-19-20
BLD2020-1332
GENERAL NOTES
S-2
FRAMING DETAILS
11-19-20
Grand total:
3
AND
SPECIFICATIONS
S-0
Copyright b2 Structural Engineers 2008
n BASEMENT
' 1 /4" = 1'-0"
MAIN FLOOR
1 /41'= 1'-0"
IMPORTANT NOTES ON FIELD VERIFICATIONS AND TEMPORARY SHORING:
1. CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED
EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE
ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY
NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE
AND EXISTING DRAWINGS.
2. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING
MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH
STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK.
3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING
PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. PLEASE CALL ENGINEER FOR
QUESTIONS
IMPORTANT NOTES ON FOUNDATION AND FRAMING:
1. 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.
2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE
SEE S-0
3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE, PLEASE SEE S-2
4. N/A
5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED
OTHERWISE ON PLAN
6. SLAB ON GRADE SHALL BE MIN. 4" THICK WITH #3 AT 18" EACH WAY (AT MID -DEPTH) ON 6"
COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH
WAY)
7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES
AND AT 12" AT FIELD
8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND
AT 8" AT FIELD
IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN/SHOP DRAWINGS:
1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY. CONTRACTOR/ TRUSS
SUPPLIER MUST SUBMIT TRUSS SHOP DRAWINGS INCLUDING TRUSS TEMPORARY/
PERMANENT BRACING PLANS FOR ENGINEER'S REVIEW
2. TRUSS FRAMING PROFILE/ LAYOUT SHOULD CONFORM TO BOTH STRUCTURAL AND
ARCHITECTURAL DRAWINGS. ANY DEVIATIONS SHALL BE APPROVED BY ENGINEER/
ARCHITECT PRIOR TO TRUSS DESIGN WORK.
3. TRUSS DEFLECTION CRITERIAS:
FLOOR/DECK TOTAL LOAD = L/480 ROOF TOTAL LOAD = L/240
FLOOR/DECK LIVE LOAD = L/600 ROOF SNOW LOAD = L/300
** MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.0" IN ALL CASES
4. FLOOR/ROOF FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY
SUPPLIERS) MUST BE SUBMITTED FOR ENGINEER'S REVIEW PRIOR TO CONSTRUCTION
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
CITY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
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FRAMING FRAMING SYMBOLS:
A
SIMPSON WSW STRONG
WALL (24" WIDE)
p
CONTINOUS
POST
�
PLYWOOD
SHEARWALL
OOP6 BELOW THIS FLOOR
PAU L &
TRI C IA
�p
POST STARTS AT
HOFER
REMODEL
A
SHEARWALL HOLDOWN
THIS FLOOR
LEGEND AND NOTES
1 /4" = 1'-0"
II II II II II II II II II
I IPROVIDE 4X8 HEADER FOR II I II
NEW OPENING BELOW H1-
I 13). SEE 3 OF S-2 FOR I
IHEADER FRAMING DETAIL
11 11 11 k 11 1 11
II II I I II II I II
II II I I II II I II
II II I I II II I II
II II I I II II I II
II II I I II II 1 II
II II I I II II I II
II II I I II II I II
II II II II II II II I 1
------- ------ //-
II
II
II II
II � -%-- II
II �
� I I
II II
p NEW 5.5X12 GLB EXISTING POST
24F-V4 DF/DF (131-1) - TO REMAIN
I I
II II I I II II I II 1 II
II II II II II II II II II I _____�TT �� ____
11
II II III II II II II II I
II II EXISTING ROOF FRAMING TO REMAIN
11 11 I I 11 11 1 11
11 11 I I 11 11 1 11
11 11 I I 11 11 1 11
11 11 I I 11 11 1 11
1 PSLOHEADER BELOW 11 I 11 11 1 11
I (H1-1)11 11 I I 11 11 1 11
11 11 I I 11 11 1 11
1xiI
II II II II II II II ICI
EXISTING RIDGE
BEAM TO REMAIN
I
I � �
I I
8938179TH PL SW,
EDMONDS, WA 98026
DRAWING INFO
ISSUE DATE 11-19-20
ISSUED FOR PERMIT
PROJECT NO.20157
ENGINEER BB
REVISION SCHEDULE
NO. I DATE I DESCRIPTION
RECEIVED
Dec 14 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2020-1332
FRAMING PLANS
ROOF PLAN
1 /4" = 1'-0"
S-1
Copyright b2 Structural Engineers 2008
EXISTING RIDGE
BEAM TO REMAIN
R
EXISTING ROOF X
EXISTING ROOF FRAMING TO REMAIN
OVERFRAME
� I
EXISTING POST
TO REMAIN
F
CUT EXISTING ROOF
OVERFRAME AS
REQUIRED TO FIT
NEW BEAM
PROVIDE L50 ANGLE (BOTH
ENDS OF NEW BEAM)
I
Detail 1
1 /2" = 1'-0"
j m h
PROVIDE DOUBLE
BLOCKING UNDER
NEW POST
NEW BEAM
PER PLAN
NEW STUD POSTS PER PLAN
NAILED TOGETHER W/ 10d AT 6"
(BOTH SIDES)
NEW STUD POST 3-2X4 NAILED
TOGETHER W/ 10d AT 12" (BOTH
PROVIDE L30 ANGLE SIDES)
(BOTH SIDES, TOP AND
BOTTOM OF NEW POST)
EXISTING SLAB ON
GRADE PER PLAN
-CONTRACTOR TO FIELD CONTRACTOR TO FIELD
-VERIFY EXISTING FOOTING VERIFY EXISTING FOOTINGI-
III III III III III 111 III III III III III III III III III -I
PROVIDE AC POST
CAP (BOTH SIDES)
PROVIDE DOUBLE
BLOCKING UNDER
NEW POST
EXISTING ROOF
FRAMING TO REMAIN
NEW HEADER 4x8. FOR
HEADER FRAMING
DETAIL SEE 3/ S-2
1
11
1
z
1
1
0-
1
1
ry
w
I
z
— PROVIDE L50 ANGLE FOR
JOIST TO RIM CONNECTION
EXISTING DECK
I
I (SEE PLAN FOR LOCATIONS)
FRAMING TO REMAIN
X H
L
EXISTING FLOOR
FRAMING TO REMAIN
EXISTING WALL
TO REMAIN
Detail 2
3/4" = 1'-0"
DBL STUD o�i ni
TRIMMER
SEE HEADE
SCHEDULE
(2) 2x6 SILL
x4 TO MATCH
REA OF
TUDS ABOVE
J
JD
OMER AND 2 KING STUD NAILED
THER OR POST PER PLAN
1 OPENING HEADER
1 6 FT MAX. 4X8 DF #2
U D/PLAT E
ECTION, PROVIDE
TOENAIL OR
I END NAIL
-1
CUT EXISTING ROOF
OVERFRAME AS
REQUIRED TO FIT
NEW BEAM
m
CUT EXISTING TOP PLATES IF
REQUIRED TO FIT NEW HEADER;
PROVIDE CS16X24 STRAP (BOTH
TYPE
PLYWOOD OR OSB
SHEATHING (NOTE 7)
PANEL EDGE
NAILING (NOTE 4)
PANEL EDGE
STUDS AND BLKG
ANCHOR BOLTS AT
SILL PLATE (NOTE 8)
TOP/SILL PLATE TO BLOCKING/ BOTTOM PLATE TO
RIM (NOTE 9) BLOCKING/ RIM (NOTE 4)
CAPACITY (LRFD)
(SEISMIC/WIND)
SW6
15/32" PLY/OSB ONE SIDE
10d COM AT 6"
2x
5/8" AT 36" O.C.-2x
SIMPSON LTP4 AT 24" O.C.
16d COM AT 6" O.C.-NARROW
496 PLF/ 696 PLF
SW4
15/32" PLY/OSB ONE SIDE
10d COM AT 4"
2x (SEE NOTE 5)
5/8" AT 24" O.C.-2x
SIMPSON LTP4 AT 16" O.C.
16d COM AT 4" O.C.-NARROW
736 PLF/ 1032 PLF
SW3
15/32" PLY/OSB ONE SIDE
10d COM AT 3"
3x
5/8" AT 18" O.C.-2x
SIMPSON LTP4 AT 12" O.C.
16d COM AT 3" O.C.-WIDE
960 PLF/ 1344 PLF
SW2
15/32" PLY/OSB ONE SIDE
10d COM AT 2"
3x
5/8" AT 12" O.C.-2x
SIMPSON LTP4 AT 8" O.C.
16d COM AT 2" O.C.-WIDE
1232 PLF/ 1724 PLF
SW44
15/32" PLY/OSB TWO SIDES
10d COM AT 4"
2x
5/8" AT 18" O.C.-3x
SIMPSON LTP4 AT 16" O.C. B.S.
2 16d COM AT 4" O.C.-WIDE
1472 PLF/ 2064 PLF
SW33
15/32" PLY/OSB TWO SIDES
10d COM AT 3"
3x
5/8" AT 16" O.C.-3x
SIMPSON LTP4 AT 12" O.C. B.S.
(2) 16d COM AT 3" O.C.-WIDE
1920 PLF/ 2688 PLF
SW22
15/32" PLY/OSB TWO SIDES
10d COM AT —
3x
5/8"AT 12" O.C.-3x
SIMPSON LTP4 AT 8" O.C. B.S.
(2) 16d COM AT 2" O.C.-WIDE
2464 PLF/ 3448 PLF
SHEARWALL SCHEDULE NOTES:
1. ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING AT WALLS
2. NAIL SHEATHING TO INTERMEDIATE SUPPORTS/ FIELD NAILING 10d AT 12" O.C.
3. ALL NAILS INTO 3x MEMBERS SHALL BE STAGGERED.
(2)2x STUDS MAY BE USED IN LIEU OF 3x STUDS AT PANEL JOINTS.
NAIL STUDS TOGETHER W/2 ROWS 16d COMMON AT 6" O.C. AT SINGLE SIDE SHEATHING AND NAIL
WITH 2 ROWS OF 16d COMMON AT 3" O.C. AT DOUBLE SHEATHED WALLS.
4. COM DENOTES COMMON NAILS. MIN. NAIL PENETRATION INTO PLATE, RIM OR BLOCKING SHALL BE 1 5/8".
STAGGER BOTTOM PLATE NAILING
5. FOR SHEARWALL SW4, ALL FRAMING MEMBERS RECEIVING EDGE NAILINGS FROM ABUTTING PANELS
SHALL BE 3X OR (2) 2X NAILED TOGETHER WITH 16d AT 6"
6. WHERE SHEATHING IS APPLIED TO BOTH SIDES OF WALL, OFFSET PANEL EDGES TO FALL ON DIFFERENT STUDS.
7. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF WALLS NOTED ON PLAN.
PROVIDE HOLDOWNS PER PLAN AT EACH END OF WALL, LINO.
PROVIDE (2) 2X STUDS AT ENDS OF ALL SHEARWALL. FACE NAIL MULTIPLE STUDS WITH 16d AT 12"
PROVIDE PANEL EDGE NAILING IN EACH HOLDOWN STUD AT END OF WALL.
8. ALL FOUNDATION SILL PLATES SHALL BE PT MEMBERS AND THE ANCHOR BOLTS SHALL HAVE MIN. OF 7"
EMBEDMENT WITH 1/4" x 3" x 3" PLATE WASHER OR SIMPSON'S BP/ BPS PLATE.
END OF WALL ANCHOR BOLTS SHALL BE LOCATED MAX 12" AND MIN 5" FROM END OF THE PLATE.
9. WHERE NOTED IN DETAILS, USE SIMPSON A35 IN LIEU OF LTP4 PLATES SPACE AT 2/3 OF LTP4 SPACING.
SIMPSON HOLDOWN SIMPSON ANCHOR BOLTS* SIMPSON EPDXY ALL THREAD ANCHORS*
HDU2 SSTB16 (5/8"ANCHOR WITH 12 5/8" MIN. EMBED.) 5/8" (12" EMBED WITH SET-XP)
HDU4 SB 5/8X 24 (5/8"ANCHOR WITH 18" MIN. EMBED.) 5/8" (14" EMBED WITH SET-XP)
HDU5 SB 5/8X 24 (5/8"ANCHOR WITH 18" MIN. EMBED.) 5/8" (16" EMBED WITH SET-XP)
HDU8 SB 7/8X 24 (7/8"ANCHOR WITH 18" MIN. EMBED.)
HDU11 SB 1X 30 (1"ANCHOR WITH 24" MIN. EMBED.) � ALL ANCHORS SHALL BE 2.5" MIN.
HDU14 SB 1X 30 (1" ANCHOR WITH 24" MIN. EMBED.) FROM EDGE OF CONCRETE WALL
SHEARWALL SCHEDULE
3/4" = 1'-0"
5
S-2
16d NAILING PER SCHEDULE
PANEL EDGE
NAILING 10d
2x BOTTOM PLATE
SIMPSON STRAP ------------
PER PLAN (MIN. OF
48" LONG)
SIMPSON LTP4
OR A35 CLIP
FLOOR JOIST
PANEL EDGE
RIM OR BLOCKING
NAILING TO UPPER
TOP PLATE
WALL
TOP PLATE
REFERENCE
X
PER PLAN AND
SCHEDULE
HOLDOWN PER PLAN (FOR
SIMPSON HDU, SEE ANCHOR
EMBED. DEPTH SCHEDULE)
PANEL EDGE
NAILING 10d
ANCHOR BOLT PER SCHEDULE
i
FOUNDATION
/
; PLATE WASHER (NOTE 8)
P.T. SILL PLATE 2x OR 3x
PER SCHEDULE
a
7" EMBED MIN.
____-����F_—
SIDES, BOTH ENDS) 7_____\1�h_\\
ILI�
III �I II
I I III
I I I I
I I
I I I I
—
II
�
— —
II
NEW HEADER
PROVIDE H2.5 TIE
— PROVIDE L30
PER PLAN
FOR EACH RAFTER
ANGLE (T & B)
PROVIDE L30 ANGLE
(BOTH ENDS OF HEADER)
NOTE:
AT STUD/PLATE
CONNECTION, PROVIDE
(4) 8d TOENAIL
3'-0"+/- 14'-0" 3'-0"
Ll
PROVIDE 1/2
2 TRIMMER AND 1 KING STUD POSTS
PLY/OSB NAILED
WALL SHEATHING W/ 8d TOGETHER W/ 8d AT 6" (BOTH SIDES)
AT 6" AT EDGES AND 8d
AT 12" FIELD NAILING
J L
TENSION TIE
PER PLAN
HOLDOWN PER PLAN W/ 5/8" ALL
SIMPSONTHREAD WITH
EPDXYi
PROVIDE 1/2"X6" TITEN HD
SCREWS WITH SIMPSON
BP WASHER AT 30"
PROVIDE CS16 STRAP
ABOVE THE OPENING
PER DETAIL 4/S-1
�u 7u
EXISTING CONCRETE
FOUNDATION WALL TO
REMAIN
CONTRACTOR TO FIELD
VERIFY EXISTING HEADER
(4X10 HEADER MIN.) ,
TENSION TIE
PER PLAN
-2 J EXISTING ROOF
FRAMING TO REMAIN
PROVIDE H2.5 TIE
FOR EACH RAFTER
CUT EXISTING TOP PLATES IF
REQUIRED TO FIT NEW HEADER;
PROVIDE CS16X24 STRAP (BOTH
SIDES, BOTH ENDS)
PROVIDE L30
ANGLE (BOTH NEW HEADER
ENDS OF HEADER) PER PLAN
LY
FE
EXISTING DECK
FRAMING TO REMAIN
PROVIDE 1/2" PLY/OSB
WALL SHEATHING W/ 8
AT 6" AT EDGES AND 8(
AT 12" FIELD NAILING
z
N
II -
II N
II
u
2V
PROVIDE A35 CLIP (T & B)
AT 16" USE SHORT
SCREWS IF REQUIRED
EXISTING FLOOR
FRAMING TO REMAIN
HOLDOWN PER PLAN W/ 5/8" ALL
THREAD WITH SIMPSON SET-3G
EPDXY (14" MIN EMBEDMENT)
PROVIDE 1/2"X6" TITEN HD
SCREWS & SIMPSON BP
WASHER AT 30"
EXISTING FOUNDATION
WALL TO REMAIN
info@b2engineers.com
425-318-7047 (0)
425-318-0031 (C)
CRY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
�\ Bq�
P� OF WASiy� S
Q-
�.fj TQG 43789 �<C� !( 7
o�� CT�RA L ENG�G�
SSIONAL E
PAUL &TRICIA
HOFER REMODEL
8938179TH PL SW,
EDMONDS, WA 98026
DRAWING INFO
ISSUE DATE 11-19-20
ISSUED FOR PERMIT
PROJECT NO.20157
ENGINEER BB
REVISION SCHEDULE
NO. DATE I DESCRIPTION
RECEIVED
Dec 14 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2020-1332 I
FRAMING
DETAILS
nTYP. WALL OPENING FRAMING
3/4" = 1'-0"
Detail 4
1 /2" = 1'-0"
n Detail 5
3/4" = 1'-0"
S-2
Copyright b2 Structural Engineers 2008