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GENERAL REQUIREMENTS
<br />SHOP DRAWINGS
<br />Sufficient copies of shop drawings for any member or product designed by
<br />entity other than Gouvis Engineering Consulting Group shall be submitted to
<br />Gouvis Engineering Consulting Group prior to fabrication for review.
<br />27.
<br />Review of shop drawing by Gouvis Engineering Consulting Group does not
<br />relieve the engineer responsible for the design or the contractor from
<br />compliance with Building Code.
<br />28.
<br />Gouvis Engineering Consulting Group review of the shop drawing consists of
<br />checking general conformance with structural drawings. Design accuracy
<br />of such product, dimensions and quantity of the product is not reviewed by
<br />Gouvis Engineering Consulting Group.
<br />29.
<br />Wood truss manufacturer shall supply to the engineer and the building de-
<br />partment calculations and shop drawings for approval of design loads,
<br />configuration (2 or 3 point bearing), and shear transfer, prior to fabrication.
<br />It shall be the responsibility of the manufacturer to obtain building depart-
<br />ment approval of calculations and shop drawings prior to fabrication.
<br />30.
<br />Trusses shall be designed in accordance with the latest local Building Code
<br />for all loads imposed, including lateral loads and mechanical equip. loads.
<br />31.
<br />All connections involving trusses shall be ICC approved and of adequate
<br />strength to resist stresses due to the loadings involved and shall be
<br />designed and specified by the truss manufacturer.
<br />32.
<br />Total load and live load deflections shall be limited to max. L/240, and L/360 u.n.o.33.
<br />Cross bridging and/or bracing shall be provided and detailed by truss
<br />manufacturer as required to adequately brace all trusses.
<br />34.
<br />Truss manufacturer to provide details which allow for normal deflection
<br />without imposing lateral loads on their supports (i.e., scissors trusses).
<br />36.
<br />All trusses designed by truss manufacturer shall be designed to sustain all
<br />vertical, lateral and other pertinent loads, including bracing of top and
<br />bottom chords, in addition to any connections related to trusses. Contra-
<br />ctor to coordinate with truss manufacturer.
<br />37.
<br />All truss lumber shall be Douglas Fir Larch (u.n.o.).38.
<br />Each truss shall be legibly branded, marked or otherwise have permanently
<br />affixed thereto the following information located within two feet of the
<br />center of span on the face of the bottom chord:
<br />a. Identity of the company manufacturing the truss.
<br />b. The design load.
<br />c. The spacing of the trusses.
<br />CEILING JOISTS
<br />39.
<br />Use this span table for ceiling joists given the following conditions, unless
<br />noted otherwise on plan.
<br />a. dead load = 6.0 psf
<br />b. live load = 10.0 psf
<br />c. total deflection = L/240
<br />d. with ceiling drywall
<br />e. use #2 Douglas Fir Larch
<br />SIZE
<br />2x4
<br />2x6
<br />2x8
<br />12"
<br />16"
<br />10'-6"
<br />9'-7"
<br />16'-7"
<br />15'-1"
<br />21'-11"
<br />19'-11"
<br />STRUCTURAL STEEL
<br />1.
<br />GENERAL
<br />All structural steel materials and construction shall conform to the require-
<br />ments specified in Building Code, Chapter 22 & Reference.
<br />MATERIALS
<br />2.
<br />3.
<br />Steel shall be primed with a rust resistance primer & should conform to
<br />ASTM A36 (fy=36 ksi) as a minimum, unless otherwise noted. All W shapes
<br />to be ASTM A992. (fy=50 ksi)
<br />4.
<br />Steel pipe shall conform to ASTM A53, Grade B (Fy=35 ksi).
<br />5.
<br />Structural tubing shall conform, to ASTM A500, Grade B (Fy=46 KSI).
<br />All structural welding procedures and materials shall conform to Building
<br />Code, Section 2205.10. All welding shall be by the shield metal arc welding
<br />process or the submerged arc welding process using E7OXX-low hydrogen
<br />Contractor shall submit shop drawings of reinforcement for concrete
<br />Truss manufacturer is responsible for:
<br />a. providing additional shear and drag trusses as shown on the framing plans.
<br />35.
<br />b. reviewing framing plans and structural details prior to fabrication
<br />of trusses and specifying hangers.
<br />c. meet the profile as indicated in the drawings.
<br />d. design trusses for deflection compatibility of the truss system to
<br />avoid hump and/or sag in roof or ceiling.
<br />MAX. SPANSPACING
<br />16"
<br />12"
<br />16"
<br />12"
<br />electrodes, unless otherwise noted.
<br />40.
<br />masonry walls, concrete components with compressive strength more than
<br />2500 psi and structural steel to Gouvis Engineering Consulting Group to
<br />review and obtain approval prior to fabrication. Shop Drawings shall be
<br />original drawings prepared for the project specific information, drawn
<br />accurately to scale. Direct copies and modified reproductions of the
<br />Contract Documents will not be accepted. Allow sufficient time from the
<br />receipt of complete submittal for review and processed by Gouvis
<br />Engineering Consulting Group.
<br />All bolts for connections of steel members shall conform to Building Code,
<br />Section 2205.11 & ASTM A325N, unless otherwise noted. Holes for bolts
<br />should be drilled or punched & shall be 1/16" larger than bolt diameter.
<br />WELDS
<br />Tolerances, or the acceptable range of values, applicable to the various
<br />pertinent information specific to the weld to be made.
<br />- For groove welds, the joint configuration and tolerances, and other
<br />When welds from web doubler plates or continuity plates occur in the
<br />'k-area' of rolled steel columns, the 'k-area' adjacent to the welds shall be
<br />inspected after fabrication by using approved nondestructive methods
<br />- Maximum preheat and interpass temperatures (if applicable),
<br />- Electrical stick-out or contact tube-to-work distance (wire fed),
<br />- Welding electrode, flux, and shielding gas classifications,
<br />Based upon application, the WPS shall specify, as a minimum, the following
<br />data sheets shall describe the product, limitations of use, recommended
<br />welding parameters, and storage and exposure requirements, including
<br />Welding Procedure Specifications (WPSs) shall be categorized by and
<br />also be submitted with the WPS. The contractor shall also submit the
<br />manufacturer's product data sheets for all welding material to be used. The
<br />per AWS D1.1, the Supporting Procedure Qualification Record (PQR) shall
<br />Quality Certification Program and approved by the Building Official.
<br />a. The root pass should not exceed a 1/4" in layer thickness.
<br />For the welding of the bottom flange to the column flange, follow steps a
<br />For SMAW and flux cored arc welding (FCAW), the maximum permitted
<br />type and shall be subject to the requirements of AWS D1.1 Section 5.3.2
<br />Metal-Arc Welding (SMAW) electrodes shall be of the low hydrogen
<br />column flange shall be made per the AWS D1.1 Table 3.7. All Shielded
<br />Complete joint penetration groove welds between the beam flange and
<br />be used by contractor on the project. For WPSs that are not pre qualified
<br />The contractor shall submit all Welding Procedure Specifications (WPSs) to
<br />All filler (weld) metal shall have minimum CVN of 20 ft-lbs @ -20° F and
<br />All NDT inspector shall be qualified as an ASNT Level II certified technician.
<br />inspector shall continuously inspect all structural field welding. Both shall be
<br />All field welding must be performed by a certified welder and a special
<br />All shop welding and fabrication must be done in a shop certified by AISC
<br />b. The first half length root should be made with one of the following
<br />terminated on a weld tab / run off tab. Tabs shall extend the joint, no end dams.
<br />end of the joint (outboard beam flange edge), and the weld should be
<br />operations. After the arc is initiated, travel should progress toward the
<br />width since this will limit access to the start of the weld during post-weld
<br />It is not desirable to initiate the arc in the exact center of the girder
<br />point of the weld before the second half-length of the root pass is applied.
<br />to allow adequate access for clearing and inspection of the initiation
<br />hole, approximately 1" beyond the opposite side of the girder web. This is
<br />is used, the welder should extend the electrode through the weld access
<br />The root pass may be initiated near the center of the joint. If this approach
<br />- Technique (stringer or weave bead),
<br />welding parameters shall also be noted in the WPS.
<br />- Shielding gas flow rate,
<br />electrode diameter shall be per the above table 3.7.
<br />techniques, at the option of the contractor.
<br />step 1.
<br />13.
<br />through g below:
<br />12.
<br />- Number and placement of passes,
<br />- Minimum preheat and interpass temperatures,
<br />- Voltage (except for shielded metal arc welding),
<br />- Electrode diameter,
<br />- Current (amperage) or wire feed speed,
<br />items, as applicable for the welding process:
<br />- Steel specifications and grades to be welded,
<br />- Thickness range of material to be joined,
<br />- Type of weld (groove, fillet, plug, slot),
<br />- Size of weld, and
<br />- Position of welding.
<br />- Power supply (constant current or constant voltage),
<br />baking and rebaking, if applicable.
<br />specify the following items:
<br />- Travel speed,
<br />- Type of joint,
<br />conforming to AWS-D1.1.
<br />approved by the Building Official.
<br />40 ft-lbs @ 70° F.
<br />11.
<br />10.
<br />9.
<br />8.
<br />7.
<br />6.
<br />CONCRETE MASONRY
<br />GENERAL REQUIREMENTS
<br />Bolting Inspection, Section 6.9 - Shear Stud Welding Inspection and
<br />functions required in FEMA 353 Sections 6.6 - Welding Inspection,
<br />Section 6.7 - Nondestructive Testing of Welded Joints, Section 6.8 -
<br />equipment and services necessary to perform the Quality Assurance
<br />The Quality Assurance Agency shall provide the management, personnel,
<br />- QA Agency's Quality Control Plan for the monitoring and control of the
<br />- Qualification, records for Inspector and NDT technicians designated for
<br />- QA Agency's NDT procedures, equipment calibration records, and
<br />- QA Agency's Written Practice, as defined in FEMA 353 Section 6.2.1,
<br />- Qualification of QA Agency's management and QA personnel designated
<br />The Quality Assurance Agency (as owner's representative) shall submit the
<br />- Contractor's Nondestructive Test (NDT) procedures and NDT personnel
<br />- Designation and qualifications of personnel responsible for supervision of
<br />- Designation and qualifications of project QC personnel,
<br />The contractor shall submit the contractor's written Quality Control Plan,
<br />including any required modifications to satisfy the requirements for the
<br />project, and the Quality Assurance Plan. The contractor's QCP should, as a
<br />Quality control includes those functions to be performed by the contractor
<br />to ensure that the material and workmanship of structural steel construction
<br />meet the project specifications, applicable standards (Building Code,
<br />c. The half length root pass should be thoroughly slagged and cleaned.
<br />d. The end of the half length root pass that is near the center of the beam
<br />flange should be visually inspected to ensure fusion, soundness, freedom
<br />from slag inclusions and excessive porosity. The resulting bead profile
<br />should be suitable for obtaining fusion by the subsequent pass to be
<br />initiated on the opposite side of the girder web. If the profile is not
<br />conductive to good fusion, the start of the first root pass should be
<br />ground, gouged, chipped or otherwise prepared to ensure adequate
<br />beam flange, and travel should progress to the outboard end of the
<br />at the end of the half length root pass that is near the center of the
<br />before any other weld passes are performed. The arc should be initiated
<br />e. The second half of the weld joint should have the root pass applied
<br />f. Each weld layer should be completed on both sides of the joint before a
<br />g. Weld run-off tabs should be removed and ground flush to the beam
<br />contractor submits in writing an alternate sequence that is approved by
<br />Deviation from the preceding procedures may be made, provided the
<br />not advisable to leave the weld crater directly in the center of the beam
<br />the welder should stop weld approximately 1" before the beam web. It is
<br />toward the center of the girder flange width. When this approach is used,
<br />The weld may be initiated on the weld run-off tab, with travel progressing
<br />- Contractor's written QC and procedures manual,
<br />Agency's operations.
<br />personnel training records, and
<br />- Contractor's written weld repair procedures, and
<br />the project,
<br />Section 6.10 Special Inspection.
<br />17.
<br />QUALITY ASSURANCE
<br />following items:
<br />16.
<br />for the project,
<br />training records.
<br />minimum, include the following:
<br />AWS D1.1,FEMA 350, 353), and the Quality Assurance Plan.
<br />new layer is deposited.
<br />the Engineer and Building Official prior to fabrication.
<br />14.
<br />15.
<br />the work,
<br />QUALITY CONTROL
<br />joint, terminating on the weld tab.
<br />flange width since this will hinder post-weld operations.
<br />step 2.
<br />fusion.
<br />flange.
<br />CONCRETE MASONRY
<br />1.
<br />GENERAL
<br />All concrete masonry materials and construction shall be in accordance
<br />with Building Code, Chapter 21.
<br />2.
<br />MATERIALS
<br />All materials making up finished concrete masonry construction shall conform
<br />to standards required by Building Code Sec. 2102.
<br />3.Mortar shall be type M or S as applicable and shall be proportioned per
<br />Building Code, Table 21-A and in conformance with ASTM C270, mortar for
<br />unit masonry.
<br />4.Grout shall have ingredients proportioned per Building Code , Table No. 21-B
<br />and in conformance with ASTM C476 grout for masonry and shall attain a
<br />minimum compression strength at 28 days of 2000 psi or the required
<br />compression strength of the concrete masonry units, whichever is greater.
<br />Grade N concrete bricks are for use as architectural veneer and facing
<br />limits in exterior walls.
<br />Grade S concrete bricks are for general use where moderate strength
<br />and resistance to frost action and moisture penetration is required.
<br />STRENGTH
<br />6.
<br />The specified compressive strength of masonry, f'm, shall be 1500 psi,
<br />unless noted otherwise. If higher f'm is noted, it shall be verified by prism
<br />tests as required in Building Code, section 2105.
<br />SPECIAL INSPECTION
<br />For concrete masonry construction which is noted as requiring special ins-
<br />pection per drawings, such inspection shall be carried out in accordance
<br />with Building Code Section 1701.5. Concrete masonry construction which
<br />require special inspection also is required to have masonry prism testing
<br />prior to and during construction as described in Building Code, Section 2105.
<br />7.
<br />5.
<br />8.
<br />9.
<br />Concrete masonry units for load bearing systems may be concrete brick
<br />as specified by ASTM C55, Specifications for Concrete Building Brick, or
<br />ASTM C-90 standard specification for load bearing concrete unit.
<br />11.1.1 Related work specified elsewhere.
<br />complete and proper installation.
<br />indicated on the drawings, as specified herein, and as needed for a
<br />11.1 Scope of work: Provide metal studs and/or joists and accessories as
<br />LIGHT GAUGE COLD FORMED STEEL
<br />accordance with ASTM B 633.11.4 MATERIALS
<br />the specified requirements and the methods needed for proper
<br />11.2.1 Inspection and Quality Control
<br />experienced in the necessary crafts and who are completely familiar with
<br />E. Use adequate numbers of skilled workmen who are thoroughly trained and
<br />contractor.
<br />D. Inspection by owner's testing agency is not intended to be comprehensive
<br />periodic on-site review of fabrication and installation in accordance
<br />C. Steel framing manufacturer shall provide a qualified representative for
<br />weldments and welding procedures in accordance with A.W.S. standards.
<br />the maintenance of a quality control program including spot checking
<br />B. As required by the building official, owner's testing agency may inspect
<br />A. Contractor shall provide effective full time quality control over all
<br />or complete. Full responsibility for quality control shall remain with
<br />performance of the work of this section.
<br />with manufacturers recommendations.
<br />fabrication and erection activities.
<br />QUALITY ASSURANCE
<br />or pre-approved equivalent members. All screws shall be manufactured
<br />and size as shown on the plans, manufactured by SSMA (ICBO ER-4943P)
<br />11.4.3 All welding rods are to conform to the following:
<br />11.4.2 All light gage base material shall have the thickness as indicated below:
<br />All welding to be performed by certified light gage welders. All welds
<br />For welding 16 gage and heavier members - E70XX
<br />For welding 18 gage and lighter members - E60XX
<br />18 Gage - 0.0428"
<br />16 Gage - 0.0538" 22 Gage - 0.0269"
<br />14 Gage - 0.0677" 20 Gage - 0.0329"
<br />11.3.1 All framing members shall be manufactured and supplied of the same type
<br />11.3 MANUFACTURERS
<br />A. ASTM A 653: Grades 33, 37, 40 and 50 (Classes 1 and 3).
<br />structural quality sheet steel complying with the requirements of one of
<br />Structural steel framing members shall be cold-formed to shape from
<br />B. ASTM A 792: Grades 33, 37, 40 and 50A.
<br />C. ASTM A 875: Grades 33, 37, 40 and 50 (Classes 1 and 3).
<br />11.4.1 Corrosion protection
<br />Structural steel framing shall have a metallic coating complying with one
<br />of the following:
<br />B. A minimum of AZ 50 in accordance with ASTM A 792.
<br />A. A minimum of G 60 in accordance with ASTM A 653.
<br />C. A minimum of Gf 60 in accordance with ASTM A 875.
<br />the following (u.n.o):
<br />11.4.4 Substitutions
<br />Any substitutions must be pre-approved in writing by the engineer of
<br />shall be covered with the compatible paint for painted member.
<br />shall be touched-up with a zinc-rich paint for galvanized materials or
<br />record.
<br />11.2
<br />11.0
<br />11.5.4 Axially Loaded Studs
<br />11.5.3 Provide insulation equal to that specified elsewhere in all double jamb studs
<br />11.5.2 All framing components shall be cut squarely for attachment to
<br />11.5.1 Framing components may be preassembled into panels prior to erecting.
<br />11.5 SHOP FABRICATION
<br />B. Splices in axially loaded studs is not permitted.
<br />A. Studs shall not have more them 1/16" gap against inside track web
<br />& double header members which will not be accessible to the insulation contractor.
<br />members. Members shall be held positively in place until properly
<br />perpendicular members, or as required for an angular fit against abutting
<br />Prefabricated panels shall be square, with components attached in a
<br />manner as to prevent racking.
<br />11.4.5 All 16 GA. (54 mil) and thicker material shall have minimum 50 ksi
<br />yield strength.
<br />All 18 GA. (33 mil) and thinner material shall have minimum 33 ksi
<br />yield strength.
<br />prior to stud and track attachment.
<br />fastened.
<br />LARR# 25509 and conform to SAE J78 and shall have a Type II coating in
<br />by Grabber screws by John Wagner Associtates Inc with ICBO # 5280,
<br />Notify the structural engineer 48 hours minimum prior to all pours.
<br />Provide 3/4" chamfer on all exposed concrete corners. Grind corners to 11.
<br />10.
<br />minimum value, if not provided in forms.
<br />* shotcrete wall may be used as an alternative.
<br />*
<br />footings
<br /> Walls
<br />Columns
<br /> Suspended
<br /> slabs 4000 psi
<br />4000 psi
<br />4000 psi
<br />4"-
<br />4"
<br />4"
<br />-
<br />-
<br /> Concrete use
<br />and spread
<br />Continuous
<br /> Grade slab
<br /> Strength at
<br />4000 psi
<br />4000 psi
<br /> 28 days u.N.O.
<br />4"
<br />4"
<br />Slump
<br />-
<br />Air
<br />-
<br />Hardrock
<br />Hardrock
<br />Hardrock1"
<br />3/4"
<br />3/4"
<br />type
<br />Aggregate
<br />Hardrock
<br />Hardrock
<br />Aggregate
<br />1"
<br />1"
<br />size
<br />the engineer.
<br />stripped after 2 days and then covered with burlap which shall be kept wet
<br />Forms for concrete walls shall be left in place for 5 days or they may be
<br />Concrete slabs shall be cured by keeping continuously wet for 3 days.
<br />securely tied in place prior to pouring concrete. Concrete blocks only shall
<br />prepared by contractor & approved by the engineer prior to pouring
<br />to verify that reinforcing steel is securely supported in place during the
<br />Placing of all concrete shall be inspected by the job inspector. Inspector
<br />Anchor bolts for holdowns, dowels, reinforcing steel, inserts, etc., shall be
<br />concrete in conformance with Building Code requirements and applicable
<br />be used to support reinforcing off grade.
<br />Location of construction joints or pour joints shall be as shown on plans or
<br />and be approved by the structural engineer.
<br />conform to the Building Code standard & other applicable specifications
<br />for an additional 3 days. Curing compounds may be used if approved by
<br />Concrete normal weight (150 pcf) u.N.O.. Concrete design mixes shall
<br />9.
<br />8.
<br />pour. Contractor to provide necessary measures to protect reinf. and
<br />7.
<br />6.
<br />5.
<br />- all structural concrete shall have a minimum compressive strength of
<br />3000 psi, unless noted otherwise.
<br />and for 4000 psi concrete to grade C of code standards.
<br />Fine and coarse aggregate shall conform to ASTM C-33 & code standards.
<br />All cement shall conform at ASTM C-150, type I or II. Cement used for
<br />CONCRETE AND REINFORCEMENT
<br />foundation in soil with high sulfate content shall be type V. f'c = 4500 PSI.
<br />Concrete shall have the following minimum 28 day strength:
<br />Aggregate gradation for 3000 psi concrete shall conform to Grade B 3.
<br />4.
<br />2.
<br />1.
<br />tendons during placement of concrete. Use tremy for placement of
<br />concrete. Use of bucket or dropping is not allowed to avoid segregation.
<br />standards.
<br />0.5
<br />0.5
<br />0.5
<br />Cement Ratio
<br />Max Water/
<br />0.55
<br />0.55
<br />either concrete or masonry.
<br /> Slabs on grade 1-1/2"1/4 inch
<br />ASTM A615 as follows:
<br />All reinforcing steel shall be new stock deformed bars conforming to
<br /> No. 5 and smaller bars
<br /> Structural slabs & walls
<br /> Not exposed to weather or in
<br /> (primary reinforcement,
<br /> ties, stirrups & spirals)
<br /> No. 6 and larger bars
<br /> Cast against and permanently
<br /> Exposed to earth or weather:
<br />Minimum rebar cover for prestressed concrete shall be per table:
<br />#4 & larger bars........................................Grade 60
<br />#3 & smaller bars......................................Grade 40
<br /> exposed to earth:
<br /> Roof slab
<br /> Beams and columns
<br /> contact with the ground:
<br />REBAR GRADES
<br />Exposure condition
<br />20.
<br />3/8 inch3"
<br />1-1/2"
<br />1"
<br />1"
<br />1-1/2"
<br />2"
<br />1/8 inch
<br />1/4 inch
<br />1/8 inch
<br />1/4 inch
<br />1/4 inch
<br />ToleranceCover
<br />(-)
<br />bar diameters, but not less than 18 in. and the splices in adjacent bars
<br />no request for extra cost will be considered.
<br />there will be additional concrete required, which is to be anticipated, and
<br />concrete has been placed to produce a level concrete surface. Also,
<br />placed on it. This will result in the need to adjust the screeds after the
<br />All concrete shall be vibrated in place during placing of concrete. Use
<br />TEMPERATURE AND SHRINKAGE REINFORCEMENT
<br />shall obtain the engineer's approval of construction joint location in slabs,
<br />roughness to expose clean, solidly embedded aggregate. The contractor
<br />beams and walls.
<br />CONSTRUCTION JOINTS
<br />Drypack shall be non-shrink high strength rapid set grout Approved by
<br />The structural steel and steel form will deflect while concrete is being
<br />E.O.R. with 28 days compressive strength exceeds its supporting materials,
<br />shall be not less than five (5) feet apart.
<br />Wet set: reinforcement may not be wet set in concrete pour.
<br />No stakes, steel or wood, shall be permitted in any concrete pour.
<br />19.
<br />18.
<br />17.
<br />16.
<br />15.
<br />13.
<br />14.
<br />Construction joints shall have entire surface removed to min. of 1/4"
<br />Temperature and shrinkage reinforcement shall have a lap of thirty (30)
<br />Minimum concrete cover for reinforcement shall be 1 1/2" U.N.O. Per note 21.12.
<br />All lap splices shall be stagg to min. lap distance. No more than 50% lap
<br />is allowed at any given section.
<br />smaller vibrator for congested areas.
<br />The top surface of walls & columns shall be roughened to min. 1/4" to
<br />expose clean & solidly bonded aggregate. Top cream shall be completely
<br />chipped off and removed to expose aggregate.
<br />cracks.
<br />Contractor shall consider up to 3% of overall concrete fee for repair of25.
<br />Provide control joint for slab-on-grade per typical detail at every 15'-0"
<br />max. each way, U.N.O.
<br />22.
<br />REBAR COVER
<br />23.
<br />24.
<br />26.
<br />Refer to Table 1904.2.2 (1) of Building Code for special exposure condition
<br />as required by soils engineer & see corrosion engineer recommendations
<br />for concrete exposed to corrosion.
<br />21.
<br />FOR USE IN CONCRETE:
<br />Epoxy embedment of rebar and anchor bolts
<br />A - Engineer of record must approve all locations where epoxy is to be
<br />approved by the structural engineer prior to its use.
<br />B - Epoxy: must be SIMPSON SET 3G injection adhesive anchor or to be
<br />design strength or has been allowed to cure for a minimum of 14 days
<br />C - The concrete, where the reinforcing is to be attached, must be at its
<br />prior to installation.
<br />manufacturers instructions.
<br />D - The installation of epoxy anchors must follow the procedures set in the
<br />Items
<br />stages:
<br />Foundation
<br />STRUCTURAL OBSERVATION
<br />Structural system
<br />Retaining/shear walls
<br />Elevated slab
<br />Wall anchorage on elevated deck
<br />specified by Section 1702 of the code requirements.
<br />Structural observer shall be a California Licensed civil/structural engineer.
<br />representative, special inspector, contractor and the building official as
<br />Observed deficiencies shall be reported in writing to the owner's
<br />structural observation as defined in Section 1702 of the Building Code.
<br />engineer or architect responsible for the structural design, to perform
<br />structural design, or another engineer or architect designated by the
<br />The owner shall employ the engineer or architect responsible for the
<br />Building official may require other items to have structural observation.
<br />Structural observation shall be provided during the following construction
<br />Size and rebar
<br />Size and rebar
<br />Size and rebar
<br />Location & detail
<br />2.
<br />1.
<br />serviceability and strength requirements. It is emphasized that although
<br />The cracks formed are normally cosmetic. The slab maintains its
<br />beams/slabs are tied.
<br />restraining effects of vertical and other structural elements to which the
<br />cracks. The cracks are due to inherent shrinkage of concrete, creep and
<br />matter, reinforced concrete as well as post-tensioned concrete develop
<br />Under normal conditions, and for conventional buildings such as the subject
<br />SPECIAL NOTES TO OWNER
<br />3.
<br />4.
<br />persist.
<br />construction, beyond which movements due to variations in temperature will
<br />to creep and shrinkage may be noticeable up to two years after
<br />The objective of the joints provided is to allow movement. Movements due
<br />pressure epoxied.
<br />floor system. Cracks which are wider than 0.01 Inch may need to be
<br />Most such cracks develop over the first three years of the life of the
<br />system and its supports and thereby achieve complete Inhibition of all cracks.
<br />cracks, it is not Practical to provide total articulation between the floor
<br />special effort is made to reduce the potential causes and number of such
<br />fourth (4) bar thereafter.
<br />by 20 % and proof test the first eight (8) bars (bolts,anchors), then every
<br />- Increase embedment depths noted for 3,000 p.s.i. concrete shown above
<br />FOR USE IN FULLY GROUTED MASONRY CONSTRUCTION
<br />- Follow steps A-G noted above for embedment onto concrete.
<br />specifications.
<br />All values noted above are subject to change dependent on the material
<br />All values must be confirmed with the structural engineer prior to use.
<br />5,000 psi4,000 psi3,000 psi
<br />the first three (3) bars (bolts,anchors), Then every fifth (5) bar
<br />G - Unless otherwise noted in writing by the structural engineer, proof test
<br />thereafter as per the following schedule:
<br />of the drilled hole prior to installation.
<br />F - Special inspection must be provided to verify the depth and cleanliness
<br />or be used to support fire-resistive construction.
<br />E - The epoxy anchors cannot be used to resist vibratory or shock loading
<br />6 1/2"6 1/2"
<br />17"
<br />15"
<br />13"
<br />11"
<br />9"
<br />21"
<br />19"
<br />17"
<br />15"
<br />12"
<br />8"5,000#4
<br />18,00017"#9
<br />13,00015"#8
<br />11,00013"#7
<br />10,00011"#6
<br />(lbs)
<br />Load test
<br />Reinforcing bar
<br />Grade 60 Concrete strength
<br />Embedment depth/
<br />8,0009"#5
<br />Wood framing Wood diaphragms shear
<br />walls, beams, headers, joists
<br />27.
<br />used.
<br />Items
<br />stages:
<br />Foundation
<br />STRUCTURAL OBSERVATION
<br />Structural system
<br />Retaining/shear walls
<br />Elevated slab
<br />Wall anchorage on elevated deck
<br />specified by Section 1702 of the code requirements.
<br />Structural observer shall be a California Licensed civil/structural engineer.
<br />representative, special inspector, contractor and the building official as
<br />Observed deficiencies shall be reported in writing to the owner's
<br />structural observation as defined in Section 1702 of the Building Code.
<br />engineer or architect responsible for the structural design, to perform
<br />structural design, or another engineer or architect designated by the
<br />The owner shall employ the engineer or architect responsible for the
<br />Building official may require other items to have structural observation.
<br />Structural observation shall be provided during the following construction
<br />Size and rebar
<br />Size and rebar
<br />Size and rebar
<br />Location & detail
<br />Wood framing Wood diaphragms shear
<br />walls, beams, headers, joists
<br />A - When no. 5 or smaller bars are used, there shall be a minimum clearance
<br />method with at least 2 inches clearance between bars. For reinforcement
<br />C - Lap splices in reinforcing bars shall be by the non-contact lap splice
<br />parallel bars equal to six diameters of the bars used.
<br />remaining curtain Shall have a minimum spacing of six bar diameters.
<br />shall have a minimum spacing equal to 12 bar diameters and the
<br />B - When two curtains of steel are provided, the curtain nearest the nozzle
<br />than no. 5 are permitted, there shall be a minimum clearance between
<br />between parallel reinforcement bars of 2 1/2 inches. When bars larger
<br />larger than #5, a preconstruction Tests per 1924.5 is required.
<br />Building Code Section 1924 via preconstruction building official approval
<br />Construction shall conform to the provisions of the Building Code and
<br />standards referenced therein.
<br />Exceptions to the requirements in this section may be taken as permitted by
<br />A - Coarse aggregate, if used, shall not exceed 3/4".
<br />B - The maximum size of reinforcement shall be no. 5 Bars.
<br />PLACEMENT OF REINFORCEMENT4.
<br />3.
<br />2.
<br />1.
<br />MATERIALS
<br />EXCEPTIONS
<br />BUILDING CODE
<br />SHOTCRETE
<br />and/or testing.
<br />construcion of structural members.
<br />B - Visual inspections of in-place shotcrete shall be performed using a
<br />minimum of three 3" cores as per code section 1924.11.2.
<br />sections 1924.9 & 1924.10.
<br />D - Any damaged shotcrete, including undamaged adjacent sections shall be
<br />removed while still plastic.
<br />E - Curing and strength tests shall be performed as per Building Code
<br />official as per Building Code section 1924.5.
<br />A - Preconstruction tests shall be performed at the request of the building
<br />shotcrete and shall not be used as aggregate.
<br />B - Rebound and loose aggregate shall be removed prior to placement of
<br />C - Unfinished work shall not be allowed to stand for more than 30 min.
<br />A - Special inspectors shall provide continuous inspection during
<br />INSPECTIONS6.
<br />PLACEMENT OF SHOTCRETE5.
<br />DEFERRED APPROVAL:
<br />this work permit.
<br />Elements of structure that are marked "by others" shall be excluded from
<br />General contractor shall first submitt separate drawings for the above
<br />elements to the EOR for their review and if approved, then submit to the
<br />building officials for their review and approval.
<br />City approval shall be obtained prior to installation of element subjected
<br />to deferred approval.
<br />2.
<br />3.
<br />1.
<br />SEE SHEET S0.2 FOR CONTINUATION
<br />RESTRICTIVE NOTICE
<br />DATE REVISIONS
<br />SHEET DESCRIPTION
<br />PROJECT OWNER
<br />PROJECT ADDRESS
<br />STAMP
<br />NO:
<br />REVISIONS
<br />DATE SIGNED: 4/8/25
<br />THESE DESIGNS, DRAWINGS, AND
<br />SPECIFICATIONS ARE THE EXCLUSIVE
<br />PROPERTY OF DONG ENGINEERING.
<br />THESE DRAWINGS CANNOT BE COPIED,
<br />TRANSFERRED, OR REPRODUCED NOR
<br />CAN ANY OTHER STRUCTURES BE BUILT
<br />FROM THEM WITHOUT WRITTEN CONSENT.
<br />SHEET
<br />DE#:
<br />TEL- 714-617-5979
<br />GARDEN GROVE, CA 92841
<br />7661 GARDEN GROVE BLVD.,
<br />DONG ENGINEERING, INC.
<br />INFO@DONGENGINEERING.COM
<br />240022
<br />22
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<br />S0.1
<br />GENERAL
<br />REQUIREMENTS
|