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Underground Service Alert
<br />of Southern California
<br />TWO WORKING DAYS
<br />BEFORE YOU DIG
<br />Kno4whatrielow.
<br />Call before you dig. CALL BEFORE YOU DIG . DigAlert.org
<br />NOTICE TO CONTRACTOR
<br />PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
<br />IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
<br />A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
<br />WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
<br />FILE NO.:
<br />OQ�
<br />NUMBER DATE I INITIALS
<br />I
<br />F. CAST -IN -PLACE CONCRETE
<br />1. Concrete mixing shall comply with ASTM C94.
<br />2. Portland Cement: ASTM C150, type II/V. Submit mill test with certification of compliance to Architect (Structural Engineer)
<br />3. Aggregates:
<br />A. Normal Weight Concrete Aggregate: ASTM C33 for aggregates of natural sand and rock. Maximum aggregate size is 1 ".
<br />a. Where smaller aggregate is required for workablity or areas of congestion, contractor shall submit request to structural
<br />engineer prior to submitting mix design. Pea gravel is not permitted.
<br />B. Light Weight Aggregate for Structural Concrete: ASTM C330, expanded shale light weight aggregate.
<br />4. Minimum 28-Day Concrete Compressive Strengths and Types:
<br />Element Compressive Strength and Max. W/C
<br />Type of Concrete Ratio
<br />Footings 4000 psi normal weight (145 pcf) 0.5
<br />5. Slump: Per ACI 301, CH. 4 and CBC section 1705.3.
<br />6. All concrete above grade, including, slab on grade, deck fill, wall, topping slab, stair landing and tread shall have 1.5 pounds of 3/4" long
<br />fibrous reinforcing per cubic yard of concrete.
<br />7. Lean Concrete: Where specifically indicated, containing 2 sacks of cement per cubic yard of concrete. Use only where specifically called
<br />for.
<br />8. Non -shrink Grout: ASTM C1107, cementitious, non-metallic attaining a compressive strength of 8000 psi.
<br />9. Concrete Mix Design Submittal: Prior to ordering concrete, submit for each compressive strength and type of concrete required designed,
<br />signed, and sealed by a registered Civil or Structural Engineer in State of California to Architect (Structural Engineer), Special Inspector
<br />and to Governing Code Authority complying with California Building Code, Chapter 19.
<br />10. Construction Joint: Roughen surface to 1/4-inch amplitude. Clean, remove laitance, thoroughly wet and remove standing water before
<br />placing new concrete. Submit to Architect (Structural Engineer) at least 14 days prior to placing concrete indicating locations of
<br />construction joints and extent of pours. Place joints at locations to minimize effects of shrinkage as well as being placed at points which
<br />least impair strength of structure. Provide dowels as directed.
<br />11. Embedments and Penetrations in Concrete: No penetration through structural concrete is permitted unless shown in these drawings or
<br />specifically accepted in writing by Architect (Structural Engineer). Do not cut any reinforcing.
<br />A. Pipes, Sleeves, Conduits, and Ducts: Not permitted embedded or penetrating concrete spread footings, columns, walls or concrete
<br />cast over metal decking, except as shown in these drawings.
<br />B. Conduits Embedded in Structural Concrete Slabs: Not permitted unless limited to two layers of 1 inch, and 1/6 slab thickness. outside
<br />diameter conduits and smaller spaced at least 3 inches center to center and within middle third of slab thickness. No conduit
<br />embedded in concrete cast over metal decking is permitted. No aluminum conduit is permitted.
<br />12. Chamfered Corners: Provide 3/4-inch chamfer at exposed corners of columns, beams and walls except where structural walls are laid
<br />flush with column or beam faces, unless detailed otherwise.
<br />13. Curing: Maintain concrete above 50 degrees Fahrenheit and in a moist condition for a minimum of 7 days after placement unless
<br />otherwise accepted by Architect (Structural Engineer).
<br />14. Non -Structural Topping slab shall be normal weight concrete reinforced with 6x6-W3.5x3.5 W.W.F. at center line of slab. See plans &
<br />details for information on concrete fill over metal deck.
<br />15. No more than one class of concrete shall be on site at one time.
<br />16. The maximum size for a single elevated concrete slab pour shall be 25,000 sq. ft. and shall have a maximum length to depth ratio of 2:1.
<br />17. The maximum water-soluble chloride ION (CI) content in concrete by percentage of weight cement is 0.30.
<br />18. Where "Styrofoam" indicated on plans provide Polystyrene product conforming to ASTM D6817. Foam shall have a minimum density of
<br />0.70 Ib/ft3 when tested in accordance with ASTM D1622. Foam shall have a minimum compressive strength of 2.2psi at 1 percent
<br />deformation when tested in accordance with ASTM D1621.
<br />/ DIAMETER
<br />PER SCHEDU�
<br />PEDESTAL FOOTING SCHEDULE
<br />MAX POLE DIAMETER VERTICAL TIES LENGTH WIDTH THICKNESS REINFORCING
<br />HEIGHT BARS
<br />10'-0" 24" (8)#6 1 #4 @ 9" O/C 4'-0" 1 4'-0" 18" (4) #6 TOP AND
<br />BOTTM EA WAY SECTION A -A
<br />30'-0" 30" (8)#6 #4 @ 9"0/C 6'-0" 6'-0" 18" (6) #6 TOP AND
<br />I BOTTM EA WAY
<br />(8) #5 VERTICAL
<br />#3 TIES @ 12" O/C
<br />D. EARTHWORK and FOUNDATIONS
<br />1. Minimum presumptive load bearing values used per CBC 1806A.2.
<br />2. Allowable Foundation Design Values.
<br />A. Bearing Capacity: 1500psf.
<br />B. Passive Lateral Bearing Pressure: 100 psf/ft.
<br />3. During construction a competent Special Inspector shall be hired by the Owner and shall observe the undisturbed soil at bottom of
<br />footings to confirm materials are adequate to achieve the design bearing capacity and submit a field report with recommendations.
<br />4. Maximum compaction of backfill to be 90% of the maximum dry density of existing soil condition.
<br />E. REINFORCING STEEL
<br />1. Reinforcing Steel: All bars shall be deformed.
<br />A. All bars unless indicated otherwise: ASTM A615, Grade 60
<br />B. Bars to be welded: ASTM A706, Grade 60
<br />C. Additional Requirements for Bars, Excluding Ties, for vertical bars in Shear Walls: No additional requirements if ASTM A706,
<br />Grade 60 bars used. ASTM A615, Grade 60 bars are permitted provided actual yield strength based on mill tests does not
<br />exceed specified yield strength by more than 18,000 psi (retests shall not exceed this value by more than an additional 3,000
<br />psi) and ratio of actual ultimate tensile stress to actual yield stress is not less than 1.25.
<br />2. Wire and Spiral Reinforcing:
<br />A. Smooth welded wire fabric (W.W.F.): ASTM A1064, Fy =65 ksi, flat sheets only - do not use rolled mesh. Lap 1-1/2 wire
<br />spaces (1 foot minimum). Offset laps in adjacent sheets to avoid continuous laps.
<br />B. Deformed wire stirrups (D4 and larger only): ASTM A1064, Fy =65 ksi
<br />C. Spiral reinforcing: ASTM A1064, Fy =65 ksi
<br />3. Reinforcing shall be placed in accordance with the American Concrete Institute Standard 318 (AC1318) and Concrete Reinforcing
<br />Steel Institute's (CRSI) "Manual of standard practice". Reinforcing shall be kept clean and free of rust.
<br />4. Provide all accessories needed to support reinforcing in the positions shown in the drawings. Chairs and spacers for reinforcing shall
<br />be non-ferrous of plastic coated when resting on exposed concrete surfaces.
<br />5. Shop Drawings: ACI 318-19. Show reinforcing steel placement including sizes, quantities, spacing, clearances, splice locations, lap
<br />lengths, and concrete coverage's and submit to Architect (Structural Engineer). Promptly notify Architect (Structural Engineer) prior
<br />to developing shop drawings if insufficient clear distances between reinforcing steel and other congestion is encountered. Notify
<br />Special Inspector of adjustments made from approved Contract Documents which are indicated on accepted shop drawings that
<br />facilitate field placement of reinforcing steel and concrete. All bars shall be marked so that they can easily be identified by the project
<br />inspector after installation.
<br />6. Lap Splices: At concrete, Provide Class B splices per 04/S6.01 UNO. At masonry provide, 72db lap splice length LINO. Splice bars
<br />only at locations indicated. If additional splice locations are proposed, promptly notify Architect (Structural Engineer) prior to
<br />developing shop drawings.
<br />A. Splices in Walls: Locate splices in horizontal bars at well -staggered locations. Do not splice vertical bars except at horizontal
<br />supports such as floor and roof diaphragms.
<br />7. Mechanical and Welded Splice: Mechanical Splice and Welded Splice are to be used only at locations indicated. Notify Architect
<br />(Structural Engineer) of all instances prior to developing shop drawings.
<br />A. Mechanical Splice: Mechanical couplers shall have current Evaluation Report and satisfy ACI requirements for type 2
<br />coupler for the applicable bar size / grade designation.
<br />B. Welded Splice: Welded splice shall develop at least 125 percent of the yield strength of the spliced bar for the applicable
<br />bar size and grade designation
<br />8. Minimum Clearances Between Parallel Reinforcing Steel Including Distance Between Sets of Spliced Bars: 1 inch, 1 bar diameter,
<br />or 4/3 times the maximum aggregate size whichever is greater. 1-1/2 inches, 1-1/2 bar diameters, or 4/3 times the maximum
<br />aggregate size whichever is greater, at columns, piers, and pilasters only. For bundled bars, minimum clear distances between
<br />units of bundled bars shall be same as single bars except bar diameter is derived from equivalent total area of bundle.
<br />9. Minimum Concrete Coverage: Place bars as near to concrete surface as the following minimum coverages permit, unless noted
<br />otherwise:
<br />A. Formed Concrete Exposed to Earth or Weather- 1-1/2 inches (#5 and smaller); 2 inches (#6 and larger) U.N.O.
<br />10. Dowels between footings and vertical wall & column bars shall match the size, grade and spacing of the column up wall vertical
<br />reinforcing and be lapped with a class B lap splice, UNO.
<br />11. Bars Terminating at Walls, Columns, Beams, and Foundations: Extend bars to within 2 inches (3 inches at concrete poured against
<br />earth) of far face of wall, column, beam, or foundation and provide standard hook unless detailed otherwise.
<br />12. Bars Interrupted by Structural Steel: Extend bars to within 2 inches of steel face and provide standard hook unless detailed
<br />otherwise.
<br />13. Bending: Bend cold unless otherwise accepted by Architect (Structural Engineer). Do not field -bend reinforcing steel bars
<br />embedded in concrete unless otherwise accepted in writing by Architect (Structural Engineer).
<br />14. Reinforcing Steel Allowance: In addition to reinforcing steel indicated in Contract Documents, allow for an additional 2 tons of
<br />reinforcing steel to be constructed under direction of Architect (Structural Engineer) during construction. Direction will be given
<br />during multiple occasions. Reinforcing steel under this allowance will be of any size, shape and grade. Quantity of pieces and
<br />location in Project will vary. Include in this allowance fabrication and erection and necessary construction services such as shop
<br />drawing preparation, and access for inspection. Submit expenditures in writing for any part of this allowance to Architect (Structural
<br />Engineer) prior to fabrication and erection. The unused portion of this allowance shall be credited to the owner at the completion of
<br />the project.
<br />A. GENERAL
<br />1. Applicable Code: 2022 California Building Code (CBC). References to industry standards herein shall be latest
<br />edition as adopted by Applicable Code.
<br />2. Loading and Design Parameters:
<br />Live Load Design
<br />a. Floor / Roof Live Load: See legends as provided on plan sheets. Live loading in accordance with
<br />CBC 1607.
<br />Wind Desiqn
<br />a. Speed: 95 MPH
<br />b.Exposure: C
<br />Protect Seismic Design Parameters:
<br />a. Site Class: D
<br />b. Mapped Spectral Acceleration (Ss, Si): 1.285 g, 0.460 g (respectively)
<br />c. Site Specific Spectral Response Coefficient (SIDS, SD1): 0.875 g, 0.564 g (respectively)
<br />d. Site Coefficient (Fa, Fv): 1.0, 1.84 (respectively)
<br />e. Seismic Importance Factor le: 1.0
<br />f. Risk Category: II
<br />g. Seismic Design Catagory: D
<br />3. Design Intent: Contract Documents indicate design intent for structure in its completed state. They do not indicate
<br />method of construction. Promptly notify Architect (Structural Engineer), prior to proceeding with Work, if design
<br />intent requires further clarification.
<br />4. Deviations, Modifications and Substitutions to Approved Structural Drawings: Must be accepted in writing by
<br />Architect (Structural Engineer) and approved by Governing Code Authority. No deviation, modification or
<br />substitution will be accepted via shop drawing review.
<br />5. Procedures of Construction: Contractor is responsible for procedures of construction complying with national,
<br />state and local safety ordinances. Site visits (including Structural Observation) by Architect (Structural Engineer)
<br />do not constitute supervision of methods of construction.
<br />A. Protection of Utilities: Locate existing utilities, including those not shown on Contract Documents, and protect
<br />them from damage. Contractor bears expense of repair or replacement of utilities in conjunction with
<br />execution of Work.
<br />B. Excavations: Protect structure, adjacent structures, adjacent properties, streets, and utilities during
<br />excavation utilizing lagging, shoring, underpinning and related procedures as may be required. Provide
<br />necessary supports for soil at sides of excavations. Contractor and affected trades shall refer to Geotechnical
<br />Report for more information.
<br />C. Protection of Structure: Provide necessary measures to protect structure and adjacent buildings during
<br />execution of Work.
<br />D. Contractor Proposed Revisions: Where a revision of structural design or connection is proposed by
<br />Contractor to accommodate construction tolerances, construction sequence and/or dimension modifications,
<br />Contractor shall retain a structural engineer licensed in State of California to perform design. Submit stamped
<br />and signed design drawings and calculations to the Architect (Structural Engineer) for review and the
<br />Governing Code Authority for approval.
<br />E. Erection Plans: Determine phases of Work requiring erection plans according to applicable safety regulations.
<br />Maintain certified copies of erection plans at site during construction.
<br />F. Shoring, Bracing, and Other Temporary Supports: Design and erect shoring, bracing, and other temporary
<br />supports where structure has not attained design strength and as required for safe erection. Ensure floor,
<br />roof, and wall members are securely shored and braced during construction. Provide shoring at elevated
<br />beams and slabs supporting concrete or masonry walls during and after wall pour until wall attains design
<br />strength.
<br />G. Temporary Loading: Ensure construction loads do not exceed indicated design live load values. Notify
<br />affected sub -contractor trades of these design load limits.
<br />H. Fabrication, Shipment, and Erection of Structural Steel: Ensure stresses occurring during fabrication,
<br />shipment, and erection of structural steel are temporary and are less than design and allowable stress
<br />capacities of individual members. Do not impair full design and load carrying capacity of members due to
<br />fabrication, shipment, or erection. Contractor is responsible for controlling erection sequence, erection
<br />procedure, temperature differentials and weld shrinkage to minimize residue stresses. Provide additional
<br />materials for the erection of structural steel such as temporary bracing and guy cables as may be necessary
<br />at no additional cost. Remove these materials unless approved in writing by Owner. Do not tighten bolts in
<br />typical beam to column connections for erection purposes.
<br />I. Securing Reinforcing Steel, Dowels, Anchor Bolts and Embeds: Firmly support and accurately place
<br />complying with ACI standards prior to casting concrete or grout in masonry walls. Use ties and support bars in
<br />addition to reinforcing steel shown where necessary. No welding of reinforcing steel, including tack welding, is
<br />permitted unless otherwise accepted in writing by Architect (Structural Engineer). Provide plastic or plastic
<br />coated chairs and spacers when resting on exposed surfaces.
<br />J. Coordination Responsibility: Contractor is responsible for coordination of Work including that of sub-
<br />contractor trades.
<br />K. Core drilling shall of hardened concrete shall only be done after specific review by Architect (Structural
<br />Engineer) Core drilling shall not cut any reinforcing. Concrete coverage for reinforcement as described in
<br />these notes shall be maintained at locations of cores.
<br />6. Submittals: Submit to Architect (Structural Engineer) as indicated on structural drawings and specifications.
<br />General Contractor shall review submittal for completeness and compliance with Contract Documents prior to
<br />submission.
<br />A. Request for Information (RFI) Submittals: Accompany RFI's with partial structural foundation or framing plans
<br />showing location in question and affected structural members. Copy partial plan from structural drawings and
<br />indicate grid line locations and floor level. Also provide properly drawn engineering sketches illustrating issues
<br />and Contractor's proposed solutions. Photographs are not acceptable substitutes to engineering sketches.
<br />7. Contract Documents Use: Review Contract Documents in their entirety before performing structural related Work
<br />and before developing shop drawings. Bring discrepancies to immediate attention of Architect (Structural
<br />Engineer) before starting Work.
<br />NOTE: SEE LIGHT POLE MFR FOR
<br />t
<br />A. Scaling of Drawings: Not permitted.
<br />LIGHT POLE, BASE PLATE, &
<br />B. Additional Structural Requirements: See specifications.
<br />ANCHORAGE INFO
<br />C. Building Geometry: See architectural drawings for building geometry including, but not limited to, top of floor
<br />FIXTURE PER ELEC
<br />DWG
<br />and roof elevations; depressions; slopes; curbs; drains; trenches; slab and deck edge locations; wall overall
<br />dimensions; and size and locations of openings in floors, roof, and walls.
<br />ANCHOR BOLTS PER
<br />TOP OF CAISSON
<br />D. Non-structural Items Requiring Special Provisions: See architectural, mechanical, plumbing, and electrical
<br />POST MANUFACTURER
<br />WHERE OCCURS PER
<br />drawings for non-structural items requiring special provisions during construction. They include, but are not
<br />LANDSCAPE
<br />=
<br />limited to, non-structural walls; size and locations of openings and sleeves penetrating structure; size and
<br />(D
<br />location of concrete curbs and pads; and size and location of piping, ductwork, and equipment anchorages
<br />3/4" CHAMFER UNLESS
<br />3/4" MIN. NON-
<br />=
<br />mounted or suspended from structure. Verify exact size and location of equipment with equipment
<br />INDICATED OTHERWISE
<br />SHRINK GROUT
<br />manufacturer.
<br />ON ARCH
<br />E. Work shown is new unless noted as existing, (E).
<br />A
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<br />8. Materials: Furnish and install in compliance with legally constituted public authorities having jurisdiction including
<br />(3) #4 TIES WITHIN TOP 5"
<br />FINISH GRADE OR
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<br />county and local ordinances and safety orders of State Industrial Accident Commission, OHSA. The Architect
<br />OF FTG - 1st TIE 1 1/2"
<br />PAVING SURFACE
<br />PAVING
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<br />(Structural Engineer) and Owner accept no responsibility for the contractors failure to comply with these
<br />FROM TOP OF CONIC
<br />requirements.
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<br />9. Penetrations, Embedments, and Openings in Structural Members: No penetration, embedment, opening, sleeve,
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<br />pipe, or conduit shall occur in structural members including footings, slabs, walls, columns, and beams unless
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<br />specifically shown or indicated on structural drawings.
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<br />10. Typical Details: Details on sheets indicated as typical are applicable throughout Project wherever the described
<br />VERT BARS W/ #4 =
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<br />condition occurs and may or may not be specifically referenced on structural drawings. Contractor is responsible
<br />TIES PER
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<br />for identifying these details and understanding extent of their application prior to performing Work. Details not
<br />SCHEDULE
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<br />shown or noted shall be similar to those shown for similar construction. Contractor shall submit RFI's for details
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<br />such as this to Architect (Strucutral Engineer) prior to proceeding with work.
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<br />FOOTING LENGTH
<br />949-261-1001 Office
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<br />AND WIDTH
<br />PER SCHEDULE
<br />949-260-1190 Fax
<br />LPADesignStudios.com
<br />5301 California Avenue
<br />TRAFFIC SIGNAL / LIGHT
<br />POLE FOUNDATION
<br />3/8"
<br />= V-0"
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<br />suite 100
<br />Irvine, California 92617
<br />PROJECT ADDRESS:
<br />DETAIL
<br />ARCHITECTURE ENGINEERING INTERIORS
<br />LANDSCAPE ARCHITECTURE PLANNING
<br />2802 S. FLOWER ST.
<br />REVISIONS REFERENCES QROFESS/
<br />�o L S. w ,
<br />DESCRIPTION APPROVED INSTALLED BENCHMARK NO.: OCS 1 E-104-75 ELEV.: 126.92' NAVD88 QP�• qti
<br />BASIS OF BEARINGS: THE BASIS OF BEARING FOR THIS SURVEY IS BASED ON THE CALIFORNIA SYSTEM (CCS83), ZONE 6, NAD83, OCS
<br />(2007.00) EPOCH ADJUSTMENT, AS DETERMINED LOCALLY BY A LINE BETWEEN CONTINUOUS GLOBAL POSITIONING STATIONS (CGPS) "SACY' AND Ly No. S4 5
<br />"OEOC" BEING N80°43'39"E AS DERIVED FROM THE COORDINATES PUBLISHED AND ON FILE IN THE OFFICE OF THE ORANGE COUNTY SURVEYOR.
<br />HORIZONTAL DATUM: COORDINATES SHOWN ARE BASE ON THE CALIFORNIA COORDINATE SYSTEM OF 1983 (CCS83), ZONE VI, NAD83 2007.00 ST P�
<br />EPOCH ADJUSTMENT. ALL DISTANCES SHOWN ARE GRID, UNLESS OTHERWISE NOTED. MULTIPLY GRID DISTANCES BY 1.00001963 TO OBTAIN A STgT RUCTUR
<br />GROUND DISTANCE. ALL DISTANCES ARE BASED ON THE U.S. SURVEY FOOT. FOFCAO
<br />CONSTRUCTION COMPLETED:
<br />PREPARED UNDER DATE
<br />THE SUPERVISION
<br />OF: 05/2024
<br />LANDSCAPE ARCHITECT
<br />DANIEL WANG DESIGNED: IRS DRAWN: HL CHECKED: DW
<br />REVIEWED FOR
<br />CONSTRUCTABILITY:
<br />PRINCIPAL CIVIL ENGINEER RCE NO.: 80470
<br />RECOMMENDED FOR A
<br />CONSTRUCTION:
<br />PRINCIPAL CIVIL ENGINEER RCE NO.: 66219
<br />STRUCTURAL NOTES AND DETAILS
<br />CH01
<br />EGERSTROM AVENUE AT ROSEWOOD AVENUE
<br />100' W/O ROSEWOOD AVENUE TO 100' E/O ROSEWOOD AVENUE
<br />PUBLIC WORKS AGENCY
<br />CITY OF SANTA ANA SHEET 11 OF 13
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