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G E N E R A L
<br />1. General notes and typical details apply to all structural features, unless otherwise indicated.
<br />2. If certain features are not fully shown or called out on the drawings or in the specifications,
<br />their construction shall be of the same character as for similar conditions.
<br />3. The project specifications form a part of the contract documents.
<br />4. Specifications, codes and standards noted in the contract documents shall be the edition
<br />referenced in Chapter 35 of the California Building Code, or, in the case of specifications not
<br />listed therein, the latest edition, unless otherwise noted.
<br />5. Dimensions shall not be scaled off of the drawings.
<br />6. All work shall conform to minimum standards of the 2022 California Building Code, of any
<br />codes listed in the drawings or specifications and of any regulating agencies which have
<br />authority over any portion of the work, including the California Health and Safety Code.
<br />7. Prior to submitting shop drawings and product data, the Contractor shall verify that the
<br />submittals meet the requirements of the drawings and specifications. The Contractor shall
<br />specifically note any exceptions to these requirements with the submittal.
<br />8. The Contractor shall maintain a continuous fire watch, with extinguishing equipment
<br />immediately available during welding, cutting or burning near combustible materials.
<br />9. Openings, pockets, etc. shall not be placed in structural members unless specifically
<br />detailed on the structural drawings. Notify the Structural Engineer when work requires
<br />openings, pockets, etc. in structural members not shown on the structural drawings.
<br />10. The Contractor shall be responsible for coordinating the work of all trades and shall check
<br />all dimensions and holes and openings required in structural members. All discrepancies
<br />shall be called to the attention of the Architect/Engineer and shall be resolved before
<br />proceeding with the work.
<br />11. Construction materials shall be spread out if placed on framed floors or roofs. Load shall not
<br />exceed the design live load per square foot. Provide adequate shoring where overload is
<br />anticipated.
<br />E X I S T I N G C O N S T R U C T I O N
<br />1. Work shown is new unless noted as existing: (E).
<br />2. Existing construction shown on these drawings was obtained from site investigation and can
<br />be used for bidding purposes. The contractor shall verify all existing job conditions, review
<br />all drawings and verify dimensions prior to construction. The Contractor shall notify the
<br />Architect/Engineer of all discrepancies and exceptions before proceeding with the work.
<br />3. The removal, cutting, drilling, etc. of existing work shall be performed with care in order not
<br />to jeopardize the structural integrity of the building. If structural members or mechanical,
<br />electrical or architectural features not indicated for removal interfere with the new work,
<br />notify the Architect/Engineer immediately and obtain approval before removal of members.
<br />4. The Contractor shall safely shore existing construction wherever existing supports are
<br />removed for the new work.
<br />5. The Contractor shall perform the work with minimal inconvenience to the Owner and without
<br />interruption of day-to-day work operations. The Contractor shall ensure safe travel of
<br />persons around areas of construction and shall coordinate all operations with the Owner or
<br />the Owner's agent.
<br />6. The Contractor shall promptly repair any damage caused during operations, using materials
<br />and workmanship similar to that which was damaged.
<br />7. All removed items, materials and debris, unless otherwise noted, shall be removed promptly
<br />from the site and disposed of in a legal manner.
<br />N E W C O N S T R U C T I O N
<br />1. Non-structural features not fully shown or noted on the structural drawings may include but
<br />are not limited to:
<br />A. Architectural features
<br />• size and location of all door and window openings
<br />• size and location of all non-bearing partitions
<br />• size and location of all concrete curbs, floor drains, slopes and depressed areas
<br />• changes in level, chamfers, grooves, inserts, etc.
<br />• size and location of all floor and roof openings
<br />• stair framing and details
<br />B. Mechanical, plumbing and electrical features
<br />• pipe runs, sleeves, hangers, trenches, wall, roof and floor openings, etc.
<br />• electrical conduit runs, boxes, outlets in walls and slabs
<br />• anchorage and bracing for electrical, non-rooftop mechanical or plumbing
<br />equipment
<br />• anchor bolts for motor mounts
<br />• size and location of machine and equipment bases
<br />2. The contract documents represent the finished structure. They do not indicate the method of
<br />construction. The Contractor shall provide all measures necessary to protect life and
<br />property during construction. Such measures shall include, but are not limited to, bracing
<br />and shoring for loads due to construction equipment and materials. Observation visits to the
<br />site by the structural engineer shall not include inspection of the above items.
<br />3. The lateral system of the structure is designed with lateral restraint at each level. Structural
<br />walls or frames are not laterally self supporting until the entire design lateral-restraint system
<br />is in place.
<br />D E F E R R E D S T R U C T U R A L S U B M I T T A L S
<br />Design of specialty structural elements (Deferred Submittal Elements) is not within the scope of
<br />these drawings. Design of these elements for forces and/or building drifts indicated in these
<br />documents is the responsibility of specialty structural engineers under the direction of the
<br />Contractor. Review of these elements by the Building Official is deferred and is applicable to
<br />construction documents that are submitted as an amendment to these documents or submitted
<br />separately from these documents.
<br />Shop drawings and calculations for Deferred Submittal Elements shall be sealed and signed by
<br />the Specialty Engineer, a professional engineer licensed in the project jurisdiction. The
<br />Specialty Engineer is responsible for code compliance, compliance with performance
<br />specifications and all necessary connections not shown explicitly on these drawings. Shop
<br />drawings shall indicate the definition, magnitude, and direction of all loads imposed on the
<br />primary structure by the specialty structural elements. The Architect/Engineer’s review of
<br />specialty structural elements is limited to an assessment of the loads imposed by such elements
<br />on the primary structure.
<br />Submit shop drawings and calculations for Deferred Submittal Elements for review by the
<br />Architect/Engineer before submission for review by the Building Official. Do not fabricate or
<br />install deferred submittal items before approval of these elements by the Architect/Engineer and
<br />the Authority Having Jurisdiction.
<br />The following items are Deferred Submittal Elements. Refer to drawings by other design
<br />disciplines to identify additional Deferred Submittal Elements. (edit list as required)
<br />Piles
<br />Ground improvement elements
<br />Shoring
<br />Underpinning
<br />Demolition and associated temporary systems or elements
<br />Curtainwall systems
<br />Exterior cladding systems
<br />Architectural cladding or panel systems
<br />Storefront systems
<br />Exterior stud walls
<br />Interior stud walls
<br />Ceilings
<br />Sunshades
<br />Signage
<br />Stairs and landings not shown specifically on the drawings
<br />Guardrails and handrails
<br />Secondary structural elements
<br />Pre-engineered systems, including, but not limited to seismic force resisting systems
<br />Composite Fiber Reinforced Polymer Strengthening of Primary Structural Elements
<br />Support, anchorage and bracing for pipes, including fire sprinklers
<br />Support, anchorage and bracing for electrical equipment
<br />Support, anchorage and bracing for non-rooftop mechanical equipment
<br />Building maintenance (e.g., window washing) systems
<br />Elevator equipment
<br />Antennas
<br />Pre-engineered mechanical equipment curb
<br />Pre-engineered mechanical equipment curb adapter
<br />Pre-engineered vibration isolation curb
<br />Site-work elements exterior to the buildings such as retaining walls, culverts, and bridges,
<br />landscape furnishings such as flag poles, lighting poles, benches, fountains, pools, etc.
<br />D E S I G N D A T A
<br />1. Code: 2022 California Building Code with alternate design methodology (ASCE 41-17).
<br />2. Risk Category per CBC Table 1604.5: IV
<br />3. Design Live Loads:
<br />Area Design Live Load Remarks
<br />Roof: 20 psf Reducible per code
<br />Floors: 50 psf Reducible per code
<br />4. Earthquake Design Data:
<br />Retrofit for Immediate Occupancy at BSE-1E and Life Safety at BSE-2E
<br />Site Class: D
<br />Mapped Spectral Response
<br />BSE-1E BSE-2E
<br />SS: 0.51 g 0.97 g
<br />S1: 0.18 g 0.34 g
<br />Spectral Response Coefficients
<br />SXS: 0.71 g 1.08 g
<br />SX1: 0.40 g 0.67 g
<br />Basis SFRS: Light-frame (wood) walls sheathed with wood structural panels rated
<br />for shear resistance.
<br />Light- frame walls with shear panels of all other materials.
<br />Analysis Procedure: ASCE 41-17 Linear Static Procedure
<br />5. Equipment Earthquake Design Data ASCE 7-16 Ch. 13
<br />Spectral Acceleration, SDS: 1.06 g
<br />Component Amplification Factor, aP: 2.5
<br />Component Response Modification Factor, RP: 3
<br />Component Importance Factor, IP: 1.0
<br />Component Overstrength Factor, ΩO: 1.5
<br />F O U N D A T I O N S
<br />1. The earthquake design data and foundation design is based on recommendations in the
<br />geotechnical report by WSP USA, Inc. dated October 23, 2024.
<br />2. The Contractor shall conform to the recommendations of the geotechnical report regarding
<br />site preparation and foundation construction. Copies of the report are available from the
<br />Architect/Engineer.
<br />3. Foundation excavations shall be inspected and approved by the geotechnical engineer prior
<br />to placement of any reinforcing steel or concrete.
<br />4. Foundation type: Conventional shallow foundations.
<br />Design Values:
<br />Footings:
<br />Isolated Footings Allowable Bearing Pressures
<br />DL + LL 3000 psf
<br />DL + LL + wind or seismic 4000 psf
<br />Lateral Resistance
<br />Passive Pressure 300 pcf
<br />Coefficient of Friction 0.4
<br />5. All footings shall bear on firm undisturbed soil or new properly compacted fill. Depth of
<br />footings shown on the drawings are minimum, and the bottom of footing shall be lowered as
<br />required at the direction of the geotechnical engineer to remove soft or loose materials.
<br />6. The Contractor shall be solely responsible for all excavation procedures, including lagging,
<br />shoring and protection of adjacent property, structures, streets and utilities in accordance
<br />with the local building department.
<br />7. Backfill at walls shall not be placed until a minimum of 7 days after the completion of the
<br />walls and shall not be placed until after completed inspection of damp-proofing.
<br />C O N C R E T E & R E I N F O R C I N G S T E E L
<br />1. All concrete shall be ready-mix in accordance with ASTM C94.
<br />2. Cement: ASTM C150 Type II.
<br />3. Aggregate: ASTM C33.
<br />4. Non-shrink Grout: ASTM C1107, premixed, non-staining, non-shrink grout. Minimum
<br />compressive strength at 28 days, per ASTM C109/C109M: 8,000 psi.
<br />5. Grout or concrete containing more than 0.1 percent of soluble chloride shall not be used.
<br />6. Mixes are to be reviewed by owner's testing lab and submitted to the Architect/Engineer for
<br />approval. Do not cast concrete without approval by Architect/Engineer.
<br /> Max. Max.
<br /> Agg. W/C Air Exposure
<br />Concrete Strength Size Ratio Content______ Class__
<br />Slab-on-grade 3000 psi 1" 0.50 1 1/2% ± 1/2%
<br />Foundations 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% W1, C1
<br />Columns 4000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2%
<br />Beams, Walls 4000 psi 3/4" 0.45 1 1/2% ± 1 1/2%
<br />Shotcrete 4000 psi 3/8" 0.45 1 1/2% ± 1 1/2%
<br />Other 3000 psi 1"
<br />The exposure class for all concrete types shall be considered as F0, S0, W0, C0, except
<br />where noted otherwise. Mix designs for each concrete type shall conform to the limitations
<br />for the applicable exposure classes, as indicated in ACI 318-19, Section 19.3.
<br />See specifications for additional requirements. All concrete shall be hard rock aggregate,
<br />regular-weight concrete, 145 pcf, unless otherwise noted.
<br />7. Inserts: All items to be cast in concrete, such as reinforcing dowels, bolts, anchors, pipes,
<br />sleeves, etc., shall be securely positioned in the forms before placing the concrete.
<br />8. Pipes and electrical conduits shall not be embedded in structural concrete, except where
<br />specifically approved by the structural engineer.
<br />9. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut
<br />any reinforcing which may interfere. Coring in concrete is not permitted except as shown.
<br />Notify the Architect/Engineer in advance of conditions that are not shown on the drawings.
<br />10. Construction joints: Provide as detailed on drawings. Expose clean coarse aggregate solidly
<br />embedded in mortar matrix by sandblasting, bushammer, or other approved method.
<br />Location of construction joints shall be approved by the Architect/Engineer.
<br />11. Dry pack or place non-shrink grout under base plates, sill plates, etc., as required for full
<br />bearing.
<br />12. Reinforcing steel: ASTM A615 Grade 60.
<br />ASTM A706 where welded or otherwise indicated.
<br />13. Welded wire fabric: ASTM A1064 (flat sheets only).
<br />14. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per
<br />typical details, unless otherwise noted.
<br />15. Headed terminators shall be HRC 555 T-heads (IAPMO ER-0177) or nVent Lenton
<br />Terminators (IAPMO ER-0188).
<br />16. Except as noted Mechanical couplers shall be nVent Lenton Taper Threaded Rebar Splices
<br />(IAPMO ER-0129) or Bar-Lock "L" Series Couplers (IAPMO ER-319).
<br />17. Mechanical couplers designated on the drawings as "Type 3" shall be HRC 500/510
<br />XTender couplers (ICC ESR-2764), or nVent Lenton Ultimate couplers (IAPMO ER-0129).
<br />These "Type 3" couplers are also acceptable for use in other locations at the Contractor's
<br />option.
<br />18. Minimum clear concrete cover for reinforcement, unless otherwise noted:
<br />A. Mild Reinforced Concrete:
<br />Cast against earth: 3 inches
<br />Cast in forms and exposed to earth or weather:
<br />#6 bar and larger: 2 inches
<br />#5 bar and smaller: 1 1/2 inches
<br />Not exposed to earth or weather:
<br />Slabs, walls, and joists: 1 inch
<br />Beams, girders, and columns (to ties): 1 1/2 inches
<br />Clearances are to closest reinforcement.
<br />ADHESIVE ANCHORS
<br />EXPANSION ANCHORS
<br />SCREW ANCHORS
<br />ANCHOR SIZE
<br />TYPICAL
<br />EMBEDMENT
<br />(U.O.N.)
<br />PROOF LOAD
<br />NORMAL WEIGHT
<br />CONCRETE
<br />PROOF LOAD
<br />LIGHT WEIGHT
<br />CONCRETE
<br />PROOF
<br />LOAD
<br />GROUT-FILLED
<br />CMU BLOCK
<br />#3 OR 3/8"Ø 3 1/2"2100 lb. 1100 lb. 1100 lb.
<br />#4 OR 1/2"Ø 4 1/2"3700 lb.
<br />#5 OR 5/8"Ø 5 3/4"5800 lb.
<br />#6 OR 3/4"Ø 6 3/4"6900 lb.
<br />#7 OR 7/8"Ø 8"11500 lb.
<br />#8 OR 1"Ø 9 1/2"12400 lb.
<br />#9 OR 1 1/8"Ø 10 3/4"19000 lb.
<br />1900 lb.
<br />2800 lb.
<br />-
<br />1900 lb.
<br />2800 lb.
<br />-
<br />- -
<br />- -
<br />- -
<br />ANCHOR SIZE
<br />TYPICAL
<br />EMBEDMENT
<br />(U.O.N.)
<br />PROOF TORQUE
<br />NORMAL WEIGHT
<br />CONCRETE
<br />PROOF
<br />TORQUE
<br />LIGHT WEIGHT
<br />CONCRETE
<br />PROOF
<br />TORQUE
<br />GROUT-FILLED
<br />CMU BLOCK
<br />2 7/8"25 ft.-lb.
<br />3 3/4"
<br />4 1/2"
<br />5 1/2"
<br />ANCHOR SIZE
<br />TYPICAL
<br />EMBEDMENT
<br />(U.O.N.)
<br />3 1/4"
<br />4 1/4"
<br />5 1/2"
<br />6 1/4"
<br />PROOF TORQUE
<br />NORMAL WEIGHT
<br />CONCRETE
<br />PROOF
<br />TORQUE
<br />LIGHT WEIGHT
<br />CONCRETE
<br />PROOF
<br />TORQUE
<br />GROUT-FILLED
<br />CMU BLOCK
<br />40 ft.-lb.
<br />60 ft.-lb.
<br />110 ft.-lb.
<br />15 ft.-lb.
<br />25 ft.-lb.
<br />35 ft.-lb.
<br />65 ft.-lb.
<br />15 ft.-lb.
<br />25 ft.-lb.
<br />35 ft.-lb.
<br />65 ft.-lb.
<br />10 ft.-lb.
<br />20 ft.-lb.
<br />30 ft.-lb.
<br />40 ft.-lb.
<br />10 ft.-lb.
<br />20 ft.-lb.
<br />30 ft.-lb.
<br />40 ft.-lb.
<br />10 ft.-lb.
<br />20 ft.-lb.
<br />30 ft.-lb.
<br />40 ft.-lb.
<br />3/8"Ø
<br />1/2"Ø
<br />5/8"Ø
<br />3/4"Ø
<br />3/8"Ø
<br />1/2"Ø
<br />5/8"Ø
<br />3/4"Ø
<br />P O S T - I N S T A L L E D A N C H O R S
<br />1. Post-Installed anchors include all adhesive anchors (reinforcing bar dowels and threaded
<br />rods) expansion anchors, screw anchors and undercut anchors set in holes drilled in existing
<br />concrete or masonry.
<br />2. Installation of post-installed anchors shall conform to all requirements of the applicable code
<br />evaluation or IAPMO reports and manufacturers' recommendations.
<br />3. Arrange for a representative of the anchor manufacturer to provide on-site installation
<br />training for all anchoring products specified. Prior to proceeding with work, submit
<br />documentation confirming that all personnel who install anchors have completed this
<br />training.
<br />4. Mark the location of all existing reinforcing in the substrate material within 12" of the
<br />proposed locations of all post-installed anchors. Notify the Architect/Engineer of any
<br />conflicts discovered between the proposed anchor locations and the existing reinforcing
<br />prior to fabrication of any steel and prior to any hole drilling, so as to avoid disturbing,
<br />cutting, or otherwise harming the existing reinforcing.
<br />5. Holes for adhesive anchors in concrete shall be drilled. Cored holes are not permitted,
<br />except where indicated specifically.
<br />6. All adhesive anchors in concrete are designed to be installed in base material meeting the
<br />following conditions:
<br />a. Minimum strength of 2,500 psi
<br />b. Minimum age of 21 days
<br />c. Not exposed to water within the past 14 days
<br />d. Material temperature between 50 degrees F. and 100 degrees F., inclusive
<br />Do not install adhesive anchors in concrete unless base material is in compliance with
<br />all of the above conditions.
<br />7. Adhesive Anchors in Concrete (reinforcing bar dowels or threaded rods):
<br />A. HILTI "HIT-RE 500 V3". ICC ESR-3814.
<br />B. Simpson "SET-XP" Epoxy Adhesive. ICC ESR-2508.
<br />8. Adhesive Anchors in Masonry (reinforcing bar dowels or threaded rods):
<br />A. HILTI "HIT-HY 270". ICC ESR-4143 (CMU) and ICC ESR-4144 (unreinforced brick
<br />masonry).
<br />B. Simpson "SET-XP" Epoxy Adhesive. IAPMO ER-265.
<br />9. Expansion Anchors in Concrete:
<br />A. HILTI "Kwik-Bolt 1". IAPMO UES ER-678.
<br />B. Simpson "Strong Bolt 2". ICC ESR-3037.
<br />10. Expansion Anchors in Masonry (CMU):
<br />A. HILTI "Kwik-Bolt 3". ICC ESR-1385.
<br />B. Simpson "Strong Bolt 2". IAPMO ER-240.
<br />11. Screw Anchors:
<br />A. HILTI "KWIK HUS-EZ". ICC ESR-3027 (concrete); ICC ESR-3056 (masonry).
<br />B. Simpson "Titen HD". ICC ESR-2713 (concrete); ICC ESR-1056 (masonry).
<br />12. Undercut Anchors:
<br />A. HILTI "HDA". ICC ESR-1546.
<br />B. Simpson "Torq-Cut" ICC ESR-2705.
<br />13. Anchors that fail the proof test shall be replaced by the contractor at no additional cost to the
<br />Owner.
<br />14. Re-testing of replaced anchors that fail tests shall be paid for by the Contractor
<br />15. Post installed anchors including mechanical, adhesive, and power/powder driven anchors
<br />shall not be used in prestresed or post-tensioned concrete members without written consent
<br />of Structural Engineer.
<br />16. Typical embedment depths and proof loads for testing are indicated in the tables below. For
<br />embedment depths other than those indicated in the tables below, contact the
<br />Architect/Engineer for the applicable proof loads.
<br />17. Typical embedment for adhesive anchors refers to actual embedment. Typical embedment
<br />for expansion and screw anchors refers to nominal embedment.
<br />18. Anchors that are exposed to weather shall be stainless steel.
<br />S T R U C T U R A L S T E E L & M I S C . M E T A L S
<br />1. Fabrication and erection of structural steel shall be in accordance with the "Code of
<br />Standard Practice for Steel Buildings and Bridges" AISC 303-22, as modified by the project
<br />specifications.
<br />2. Materials (Carbon Steel unless otherwise noted):
<br />A. W shapes: ASTM A992 (Fy=50 ksi)
<br />B. Channels & angles: ASTM A36 (Fy=36 ksi)
<br />C. All other shapes & plates: ASTM A572 grade 50 unless otherwise noted
<br />D. Structural tubes (rectangular HSS): ASTM A1085 grade A (Fy=50 ksi) or
<br />ASTM A500 grade C (Fy=50 ksi)
<br />E. Structural tubes (round HSS): ASTM A1085 grade A (Fy=50 ksi) or
<br />ASTM A500 grade C (Fy=46 ksi)
<br />F. Structural pipes: ASTM A53 grade B (Fy=35 ksi)
<br />3. Materials (Stainless Steel, where denoted "SS"):
<br />A. Plates (316L): ASTM A240 (Fy=25 ksi)
<br />B. Structural tubes (316L): ASTM A554 with supplementary requirement S2.
<br />(Fy=25 ksi)
<br />C. Structural pipes (316L): ASTM A312 (Fy=25 ksi)
<br />D. Hex bolts (316): ASTM F593
<br />E. Anchor rods (316): ASTM F593
<br />4. Bolts (High-strength unless otherwise noted):
<br />A. High-strength bolts: ASTM F3125, Grade A325, Type 1 or ASTM
<br />A325-N
<br />B. Machine bolts: ASTM A307
<br />C. Anchor rods: ASTM F1554 grade 55 with supplementary
<br />requirement S1.
<br />5. Joint type for bolted connections shall be snug-tightened (ST), unless otherwise noted as
<br />pretensioned (PT) or slip-critical (SC).
<br />6. For ST joints, design is based on bolt threads included in the shear plane (Thread
<br />Condition N).
<br />7. Faying surface for slip-critical (SC) bolts shall be Class A, unless otherwise noted, with bolt
<br />slip considered at the factored load level.
<br />8. Bolt holes in steel shall be 1/16 inch larger diameter than nominal size of bolt used, unless
<br />otherwise noted.
<br />9. For bolted connections, provide 1 1/2 inch edge and end distance, unless otherwise noted.
<br />10. All welds shall be prequalified or qualified by test in conformance with the "Structural
<br />Welding Code - Steel" (AWS D1.1-15) of the American Welding Society. Submit Welding
<br />Procedure Specifications for approval prior to performing work. Submit Procedure
<br />Qualification Reports with Welding Procedure Specifications for welds qualified by test.
<br />11. Minimum tensile strength of weld metal shall be 70 ksi typical, unless otherwise noted.
<br />Welding electrodes shall be as recommended by their manufacturer for the position and
<br />other conditions of actual use.
<br />12. Weld symbols shown on the drawings do not necessarily differentiate between shop weld
<br />and field welds. When field welds are necessary due to construction procedure or sequence,
<br />welds shall be provided and be inspected per specifications. All welds shown as field welds
<br />shall be done in field as indicated.
<br />13. All structural steel surfaces are to be painted or galvanized, unless noted otherwise. Steel
<br />that is not exposed to weather and is to be encased in concrete shall be left uncoated. Steel
<br />that is to receive spray-applied fireproofing shall be left uncoated. Faying surfaces of high-
<br />strength bolted connections and areas within 3 inches of field welded joints shall be left
<br />uncoated until welding and bolting operations are complete. See specifications for coating
<br />requirements.
<br />14. All structural steel, miscellaneous metal and connectors exposed to weather shall be hot-dip
<br />galvanized in accordance with ASTM A123 after fabrication. Apply zinc-rich paint complying
<br />with SSPC-Paint 20 to repair damaged or cut surfaces, field welds, and field-drilled holes in
<br />galvanized steel. Application shall comply with ASTM A780, including Annex A2.
<br />15. All holes in steel members to facilitate galvanizing, including all vent holes and drain holes,
<br />shall be shown on shop drawings. Holes shall not be cut prior to approval of shop drawings.
<br />16. All faying surfaces for friction-bolted connections of galvanized members shall be roughened
<br />by means of hand wire brushing after galvanizing and before erection.
<br />17. No penetrations in structural steel members are allowed except as indicated on the
<br />structural drawings.
<br />18. Camber:
<br />A. Provide upward camber to all members shown to have camber. Amount measured in
<br />field prior to installation shall not deviate more than allowed by the AISC specifications.
<br />Do not camber members located below elevator doors.
<br />B. Beams detailed without specified camber shall be fabricated so that after erection, any
<br />minor camber due to rolling or shop assembly shall be upward. Top of all members
<br />shall be clearly identified.
<br />19. For fireproofing requirements, see architectural drawings and specifications
<br />20. Furnish shop and erection drawings of all structural steel for the Architect/Engineer's review
<br />before fabrication.
<br />C A R P E N T R Y
<br />1. Framing Lumber: All lumber shall meet the following minimum standards except where
<br />otherwise noted. All lumber shall be graded and stamped in accordance with the West
<br />Coast Lumber Inspection Bureau (WCLIB).
<br />Use Species Grade Remarks
<br />Horizontal Framing:
<br />2x4 & 2x6 DF No. 2
<br />2x8 & Wider DF No. 1 or better
<br />3x & 4x Beams DF No. 1
<br />6x Beams DF No. 1
<br />Vertical Framing:
<br />2x & 3x Studs DF No. 2
<br />4x Posts DF No. 2
<br />6x & Larger Posts DF No. 1
<br />Mud Sills, Ledgers DF No. 2
<br />Pressure treated
<br />Other U.O.N. DF Std. or better
<br />Maximum moisture content shall be 19% or less at the time of installation. Sawn ends of all
<br />lumber subject to deterioration shall be treated with wood preservative.
<br />2. All wood members in contact with concrete or masonry shall be pressure-treated.
<br />3. Plywood Sheathing: All plywood shall meet the following minimum standards except where
<br />otherwise noted. All plywood shall be graded and stamped in accordance with NIST
<br />Voluntary Product Standard PS 1-09. All plywood shall be APA Rated Sheathing, Exposure
<br />1.
<br />Location Thickness Grade Span Rating Remarks
<br />Roofs: 15/32" C-D 24/0 1 ply clip per span
<br />Floors: 23/32" C-D 48/24 T&G Sturd-I-Floor
<br />Walls: 15/32" C-D Structural I
<br />4. Nails: All nails shall be common wire nails, unless otherwise noted.
<br />5. See plywood nailing schedules for nailing of plywood sheathing. Where nailing is not noted,
<br />use 10d @ 6" o.c. at panel edges and 10d @ 12" o.c. at intermediate bearings.
<br />6. Predrill nail holes to 70% of nail shank diameter where nails tend to split the wood.
<br />7. Typical Nailing: Per CBC Table 2304.10.2, unless otherwise noted.
<br />8. Bolts:
<br />Bolts in wood framing shall be standard machine bolts unless otherwise noted. Bolt holes in
<br />woods shall be 1/32" larger than bolt diameter. Bolt heads and nuts shall bear on standard
<br />malleable iron (M.I.) washers or steel hardware. Carriage bolts require M.I. washers under
<br />the nuts only. All nuts shall be re-tightened at completion of job or just prior to finished
<br />construction.
<br />9. Lag Screws:
<br />Lead holes shall be pre-bored as follows. The lead hole for the shank shall have the same
<br />diameter as the shank and the same depth as the length of unthreaded shank. The lead
<br />hole for the threaded portion shall have a diameter equal to 70 percent of the shank
<br />diameter and a length equal to at least the length of the threaded portion. Lag screws shall
<br />be screwed into place, not driven into place. Provide washers per note "8," above.
<br />10. Wood Screws:
<br />Lead holes shall be pre-bored and shall have a diameter of 70% of the root diameter of the
<br />screw. Screws shall be screwed into place, not driven into place.
<br />11. Metal Connectors:
<br />Metal connectors are referred to on the drawings by particular type as manufactured by
<br />Simpson Strong-Tie Company, Inc. of Hayward, California. Products of other manufacturers
<br />with equivalent load-carrying capacities may be used, provided that the products have
<br />current code approval. Contractor shall submit product catalog and a table indicating both
<br />the designated product and the substituted product along with their respective capacities for
<br />approval by the architect. Install all fasteners called for by the product manufacturer unless
<br />otherwise noted on the drawings. Use manufacturer-supplied nails where thickness of
<br />timber precludes the use of common nails.
<br />12. All metal fasteners, nuts, washers and connectors in contact with pressure-treated wood,
<br />fire-retardant treated wood, or exposed to weather shall be AISI type 316L stainless steel or
<br />hot-dip galvanized (G185 per ASTM A653 or ASTM A153).
<br />Blocking and Bridging:
<br />1. Solid blocking shall not be less than 2x nominal in thickness and the full depth of the joist or
<br />stud. Joists shall be supported laterally at the ends and at each support by solid blocking
<br />except where the ends of joists are nailed to a header, band or rim joist or to an adjoining
<br />stud or when supported in a hanger. Floor joists shall be bridged every 8 feet and roof joists
<br />every 10 feet by solid blocking or by wood cross bridging of not less than 2x3 nominal or
<br />metal cross bridging of equal strength. Where cross bridging is used, the lower ends of
<br />such cross bridging shall be driven up and nailed after the floor, subfloor or roof has been
<br />nailed
<br />2. Framing for Openings:
<br />Provide double trimmer and header joists at all openings that cut joists. Provide joist
<br />hangers where joists frame into header and headers frame into trimmers.
<br />3. Double joists under all partitions parallel to the joists.
<br />Plan Check Number:
<br />Project Number:
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<br />731 South Highway 101, Suite 1M,
<br />Solana Beach, CA 92075
<br />(714) 639-9860
<br />ry-aoarchitects.com
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<br />238143.00-BLDC
<br />8631 RUSH STREET
<br />ROSEMEAD, CA 91770
<br />626-302-3687
<br />SOUTHERN CALIFORNIA EDISON
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<br />101119260
<br />S0.01
<br />2024-01-24 Issue for Plan Check
<br />2024-06-11 Re-Issue for Plan Check
<br />2024-10-25 RTU Anchorage Added
<br />2
<br />2
<br />2
<br />2
<br />2024-10-25 2 RTU Anchorage Added
<br />2
<br />2
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<br />1327 S Grand Ave
<br />12/12/2024
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