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HomeMy WebLinkAbout6234-63 RW2 2 RW2 1 RW2 3 RW2 2 RW2 GENERAL REQUIREMENTS Work performed shall comply with the following:1. 2. 3. 4. 6. 7. 8. 9. 10. 11. 12. 13. 14. 5. These General Requirements unless otherwise noted on plans or specifications. All applicable local, State and Federal Codes, Ordinances, Laws, regulations and Protective Covenants governing the site of work. Standard Specifications of ASTM as noted herein and as required by the Building Code. All work needs to be performed by qualified and experienced contractors familiar with this type of project. On site verification of all dimensions and conditions shall be the responsibility of the contractor and sub-contractors. Noted dimensions take precedence over scale of drawings. Engineer or architect of record is to be notified immediately by the contractor should any question arise or any discrepancy be found pertaining to the working drawings and/or specifications. No deviations from these requirements and structural details shall be made without the written approval of Gouvis Engineering Consulting Group. Approval by the inspector does not constitute authority to deviate from plans or specifications. The design, adequacy, and safety of erection bracing, shoring, temporary supports, etc., is the sole responsibility of the contractor, and has not been considered by the architect or engineer. The contractor is responsible for the stability of the structure prior to the application of all shear walls, roof and floor diaphragms, and finish materials. The contractor shall provide the necessary bracing to provide stability prior to the application of the aforementioned materials. Observation visits to the site by the architect or structural engineer shall not imply the assumption of any responsibility in this regard. The builder has requested, contracted with and is compensating Gouvis Engineering Consulting Group for the limited services of providing the minimum structural engineering drawings required, when combined with the other builders' consultants drawings, to obtain a building permit for this project. These drawings are not intended to, nor do they detail all conditions, identify all materials, or define or limit the scope of work required to complete the project. The builder has requested, accepted, and represented that the he will select all materials and manufacturers, qualify and select all installers, direct all ways and means of construction, and provide all subcontractors additional information, above and beyond these drawings, required to complete the project in conformance with all governing agencies and the work will meet or exceed accepted industry standards. Special inspection per Building Code Sec.1704 is required & applies to the types of work indicated on sheet SN-1B/SN-1C (Note: Special inspectors qualification and responsibilities should comply with Building Code Section 1701 Requirements.) Structural analysis for this project is done per applicable Building Code at the time of design considering standard of care. Upon completion of above by the engineer & prior to start of construction, contractor is responsible to check all dimensions, coordinate with the work of other consultants & other trades to ensure compliance with his/her requirements. Building Code - CBC 2019 In case of conflict, the more stringent requirement shall govern. 15.Gouvis Engineering shall have no liability for waterproofing or moisture transmission issues, whether related to concrete slabs, footings, foundations, or otherwise. Owner and Contractor shall be entirely responsible for such issues, and will defend and indemnify Gouvis Engineering against all such claims. REINFORCED CONCRETE either concrete or masonry. Slabs on grade 1-1/2"1/4 inch ASTM A615 as follows: All reinforcing steel shall be new stock deformed bars conforming to No. 5 and smaller bars Structural slabs & walls (1 hr. rated) Not exposed to weather or in (primary reinforcement, ties, stirrups & spirals) No. 6 and larger bars Cast against and permanently Exposed to earth or weather: Minimum rebar cover for reinforced concrete shall be per table: #4 & larger bars........................................Grade 60 #3 & smaller bars......................................Grade 40 exposed to earth: Roof slab Beams and columns (3 hr. rated) contact with the ground: REBAR GRADES Exposure condition 20. 3/8 inch3" 2" 1" 1" 1-1/2" 2" 1/8 inch 1/4 inch 1/8 inch 1/4 inch 1/4 inch ToleranceCover (-) bar diameters, but not less than 18 in. and the splices in adjacent bars the engineer. stripped after 2 days and then covered with burlap which shall be kept wet Forms for concrete walls shall be left in place for 5 days or they may be Concrete slabs shall be cured by keeping continuously wet for 3 days. securely tied in place prior to pouring concrete. Concrete blocks only shall no request for extra cost will be considered. there will be additional concrete required, which is to be anticipated, and concrete has been placed to produce a level concrete surface. Also, placed on it. This will result in the need to adjust the screeds after the Notify the structural engineer 48 hours minimum prior to all pours. prepared by contractor & approved by the engineer prior to pouring to verify that reinforcing steel is securely supported in place during the Placing of all concrete shall be inspected by the job inspector. Inspector All concrete shall be vibrated in place during placing of concrete. Use Anchor bolts for holdowns, dowels, reinforcing steel, inserts, etc., shall be TEMPERATURE AND SHRINKAGE REINFORCEMENT shall obtain the engineer's approval of construction joint location in slabs, roughness to expose clean, solidly embedded aggregate. The contractor beams and walls. CONSTRUCTION JOINTS Drypack shall be non-shrink high strength rapid set grout Approved by The structural steel and steel form will deflect while concrete is being E.O.R. with 28 days compressive strength exceeds its supporting materials, shall be not less than five (5) feet apart. Wet set: reinforcement may not be wet set in concrete pour. No stakes, steel or wood, shall be permitted in any concrete pour. 19. 18. 17. 16. 15. 13. 14. Construction joints shall have entire surface removed to min. of 1/4" Temperature and shrinkage reinforcement shall have a lap of thirty (30) Provide 3/4" chamfer on all exposed concrete corners. Grind corners to concrete in conformance with Building Code requirements and applicable be used to support reinforcing off grade. Location of construction joints or pour joints shall be as shown on plans or and be approved by the structural engineer. Minimum concrete cover for reinforcement shall be 1" U.N.O. Per note 21 & 22. conform to the Building Code standard & other applicable specifications for an additional 3 days. Curing compounds may be used if approved by Concrete normal weight (150 pcf) u.N.O.. Concrete design mixes shall 11. 12. 10. 9. 8. pour. Contractor to provide necessary measures to protect reinf. and 7. 6. 5. - all structural concrete shall have a minimum compressive strength of 3000 psi, unless noted otherwise. and for 4000 psi concrete to grade C of code standards. Fine and coarse aggregate shall conform to ASTM C-33 & code standards. All cement shall conform at ASTM C-150, type I or II. Cement used for foundation in soil with high sulfate content shall be type V. f'c = 4500 PSI. Where exposed concrete slabs are used, low shrinkage Concrete shall have the following minimum 28 day strength: Aggregate gradation for 3000 psi concrete shall conform to Grade B 3. 4. 2. 1. All lap splices shall be stagg to min. lap distance. No more than 50% lap is allowed at any given section. tendons during placement of concrete. Use tremie for placement of concrete. Use of bucket or dropping is not allowed to avoid segregation. minimum value, if not provided in forms. smaller vibrator for congested areas. The top surface of walls & columns shall be roughened to min. 1/4" to 22. REBAR COVER 23. 24. standards. Refer to Table 1904 of Building Code for special exposure condition as required by soils engineer. ACI 318-14 Table 19.3.2.1 for Sulfate exposure requirements. See corrosion engineer recommendations 21. for concrete exposed to corrosion. Walls * Columns ** 4000 psi 6000 psi 4" 4" - - Concrete use Strength at 4000 psi 28 days u.N.O. 5" Slump Air - Hardrock Hardrock3/4" 3/4" type Aggregate Hardrock Aggregate 1" size 0.5 0.5 Cement Ratio Max Water/ 0.5Slab & Footing Foundation Podium Slab 5000 psi 4"-Hardrock1"0.5 Parking Slab 5000 psi 4"-Hardrock1"0.5 Structural slab (3 hr. rated) 2"1/8 inch concrete mixture shall be used. * shotcrete wall may be used as an alternative. ** see scheule on SC314 for fc'. Unrestrained Restrained 1"1/8 inch (primary reinforcement, ties, stirrups & spirals) Beams and columns (1 hr. rated) 1-1/2"1/4 inch report &, as min., in 8" maximum thick layers. Flooding Is not permitted. 2. 1. EARTHWORK work. 3. 5. 4. shall be excavated and replace as properly compacted fill. Any import fill soil that may be required shall have a low potential for Extreme care shall be exercised when excavating or grading adjacent to Any existing fill or unsuitable soils, as determined by the soils engineer, All earthwork shall be approved by the soils engineer prior to construction expansion and shall be approved by the soils engineer prior to importing. foundations, walls, slabs, utilities, etc. existing structures or improvements so as not to damage or undermine engineer. by the ASTM D1557 method of compaction or as specified by soil All required backfill shall be mechanically compacted in conformance with soil Backfill shall be compacted to 90% of the maximum dry density obtainable 6. 7. 8.Refer to the approved soil report for soil parameters and other information. until the slabs, top and bottom, have been placed and cured significantly shoring may be a possible alternate. The contractor shall follow shoring available for the required excavation slope, or as a construction option, run-off from entering and eroding the excavation. Adjacent to existing Excavations shall be done as recommended by, and under the observations temporary unsurcharged excavations may be sloped back in lieu of shoring. recommendations by the soils engineer. of 1970, and the construction safety act shall be met. If ample space is not (7 days minimum). unless special procedures are implemented as recommended by the soils Do not backfill against walls which are supported top and bottom by slabs general industry safety orders, the occupational safety and health act (horizontal to vertical) downward from the toe of the existing footing, etc. buildings or improvements, the excavation shall be restricted to 1 1/2:1 barricades, etc., to prevent surcharging and bermed to prevent water of, the soils engineer. The top of excavations shall be protected by Where deep excavation is required, and the necessary space is available, engineer. All applicable requirements of the California construction and Items stages: Foundation STRUCTURAL OBSERVATION Structural system Retaining/shear walls Elevated slab Wall anchorage on elevated deck specified by Section 1704.6 of the code requirements. Structural observer shall be a California Licensed civil/structural engineer. representative, special inspector, contractor and the building official as Observed deficiencies shall be reported in writing to the owner's structural observation as defined in Section 1704.6 of the Building Code. engineer or architect responsible for the structural design, to perform structural design, or another engineer or architect designated by the The owner shall employ the engineer or architect responsible for the Building official may require other items to have structural observation. Structural observation shall be provided periodically during the following construction Size and rebar Size and rebar Size and rebar Location & detail 2. 1. serviceability and strength requirements. It is emphasized that although The cracks formed are normally cosmetic. The slab maintains its beams/slabs are tied. restraining effects of vertical and other structural elements to which the cracks. The cracks are due to inherent shrinkage of concrete, creep and matter, reinforced concrete as well as post-tensioned concrete develop Under normal conditions, and for conventional buildings such as the subject SPECIAL NOTES TO OWNER 3. 4. persist. construction, beyond which movements due to variations in temperature will to creep and shrinkage may be noticeable up to two years after The objective of the joints provided is to allow movement. Movements due pressure epoxied. floor system. Cracks which are wider than 0.125 Inch may need to be Most such cracks develop over the first three years of the life of the system and its supports and thereby achieve complete Inhibition of all cracks. cracks, it is not Practical to provide total articulation between the floor special effort is made to reduce the potential causes and number of such Wood framing Wood diaphragms shear walls, beams, headers, joists A - When no. 5 or smaller bars are used, there shall be a minimum clearance construcion of structural members. B - Inspections of in-place shotcrete shall be performed per Concrete Special Inspection Table. method with at least 2 inches clearance between bars. C - Lap splices in reinforcing bars shall be by the non-contact lap splice parallel bars equal to six diameters of the bars used. remaining curtain Shall have a minimum spacing of six bar diameters. shall have a minimum spacing equal to 12 bar diameters and the B - When two curtains of steel are provided, the curtain nearer the nozzle than no. 5 are permitted, there shall be a minimum clearance between between parallel reinforcement bars of 2 1/2 inches. When bars larger sections 1908.9 & 1908.10 D - Any damaged shotcrete, including undamaged adjacent sections shall be removed while still plastic. E - Curing and strength tests shall be performed as per Building Code official as per Building Code section 1908.5 A - Preconstruction tests shall be performed at the request of the building shotcrete and shall not be used as aggregate. B - Rebound and loose aggregate shall be removed prior to placement of C - Unfinished work shall not be allowed to stand for more than 30 min. A - Special inspectors shall provide continuous inspection during INSPECTIONS6. PLACEMENT OF SHOTCRETE5. Building Code Section 1908 via preconstruction, building official approval Construction shall conform to the provisions of the 2019 Building Code and standards referenced therein. Exceptions to the requirements in this section may be taken as permitted by A - Coarse aggregate, if used, shall not exceed 3/4". B - The maximum size of reinforcement shall be no. 5 Bars. Unless it is PLACEMENT OF REINFORCEMENT4. 3. 2. 1. MATERIALS EXCEPTIONS BUILDING CODE SHOTCRETE and/or testing. demonstrated by preconstruction test that adequate encasement of larger bars will be achieved. SOILS DENSITY = 125 PCF BEARING CAPACITY= 2,000PSF DESIGN CRITERIA: Soils Foundation engineering has been predicated on data and recommendations contained in soils report by Terracon Consultants, Inc. SOILS REPORT NO. CB215024 , DATE: 01/12/2022. This report is considered part of calculations and construction documents and is to be adhered to in all of its recommendations and requirements. Verify minimum foundation depth, width, reinforcing steel and additional expansive soil requirements with valid soils report and if they are any more restrictive, then they shall supersede the Gouvis Engineering minimums. Soil engineer should review and approve all retaining walls prior to construction. ACTIVE EFP (LEVEL) = 40 PCF PASSIVE EFP = 350 PCF = 0.36 All portion of wall retaining shall be grouted solid. U.N.O. all cells containing reinforcing steel shall be grouted solid. Backfilling shall not be permitted until at least 7 days after the walls are built and f'c has reached min. 2500 psi and grout has obtained min. 2000 psi compression strength. Step footing shall be in even block increments. Concrete cylinder tests from project pour, in accordance with the CBC shall be submitted for review and approval by the project soils engineer and the local jurisdictional authorities, prior to any backfilling. Outlet of any surface drainage pipe into the subdrain system is absolutely prohibited. For curved portion of the walls, footing reinforcing shall be placed radially, and spacing measured along the centerline of the masonry wall. Retaining walls are not designed for surcharge of paving equipment. Equipment must be kept back from top of the wall minimum distance equal to wall height. Footings shall be poured continuously. All laps and splices shall be 48 bar diameter min. Subdrain shall be 4" perforated PVC schedule 40 pipe with 1 CF/LF of 3/4" crushed rock or equivalent wrapped in filter fabric. The filter must overlap 12" at ends of the filter. Outlet subdrain to the curb opening. All construction shall be done in accordance with applicable sections of the 2019 CALIFORNIA BUILDING CODE and ACI standard 318-14. Contractor shall verify compatibility of design with existing conditions Backfill shall be per soils engineer's recommendations. Slab control joints shall be placed at all angle points and a maximum 12'-0" o.c. Waterproof back of all the retaining walls w/2 coats of asphaltic emulsion per manufacturer's specifications. All footing shall be poured on undisturbed ground or undisturbed engineered compacted fill. A field soil memo is required from a representative of the geotechnical consultant for soil inspection of the footing excavation to confirm that the footing is excavated into suitable bearing material. Provisions shall be made for adjoining construction. All bars shall be bent cold. prior to placement of footing steel. Wall shall be laid true and plumb. 19. 20. 16. 18. 17. 15. 14. 11. 13. 12. 10. 6. 9. 8. 7. 4. 5. 3. 2. 1. f'c = 3,000 (see note #4 under reinforced concrete) FOUNDATION The top surface of walls & columns shall be roughened to min. 1/4" to expose clean & solidly bonded aggregate. Top cream shall be completely chipped off and removed to expose aggregate. cracks. Contractor shall consider in the overall concrete fee for repair of25. Provide control joint for slab-on-grade per typical detail at every 15'-0" max. each way, U.N.O. 24. 26. TOPPING SLAB REINFORCING Topping slab is not structural; however, adequate reinforcing shall be 27. provided to minimize temperature and shrinkage effect. Provide a steel ratio of at least 0.0018 for grade 60 rebar. Area of rebar/ft wide = 0.0018 * topping slab thk. * 12 inches. © 2017 GOUVIS ENGINEERING CONSULTING GROUP INC. - ALL RIGHTS RESERVED RESTRICTIVE NOTICE THESE DESIGNS, DRAWINGS, AND SPECIFICATIONS ARE THE EXCLUSIVE PROPERTY OF GOUVIS ENGINEERING CONSULTING GROUP. THEY ARE THE SUBJECT OF COPYRIGHT AND OTHER LEGAL PROTECTION. THEY MAY BE USED ONLY BY THEIR INTENDED RECIPIENT AND ONLY FOR THE PROJECT DEPICTED HEREIN. NO PART OF THESE DRAWINGS ARE TO BE COPIED, TRANSFERRED, REPRODUCED, NOR CAN THEY BE USED, IN WHOLE OR IN PART, BY ANY OTHER PERSON OR FOR ANY OTHER PROJECT OR STRUCTURE, WITHOUT THE PRIOR EXPRESS WRITTEN CONSENT OF GOUVIS ENGINEERING CONSULTING GROUP STORM DRAIN PLAN SCALE : NOT TO SCALE STEPPED FOOTING 1 1 / 2 " d 48 db 24" MIN. "D " FOUNDATION DETAILS. REINFORCEMENT TO MATCH MIN. 48 BAR DIAMETERS BEND REBARS IF REQUIRED & LAP "D" IS OVERALL DEPTH OF FTG. "S" SHOULD BE MAX 18" "S " 1.5 "S" PER DETAIL FT'G. REIN'F. NOTES: BEND R= 5(d) FOR #14 THRU #18 TYP. REINFORCING DETAILS LAP SPLICE STIRRUP 6 ( d ) M I N . TIE OR HOOK 6 ( d ) M I N . MADE COLD DI M E N S I O N DE T A I L I N G OR 3 " M I N . - ALL BENDS SHALL BE STIRRUP ALT. 135° BENDS - PUT CROSSTIE W/ EACH D= 4(d) FOR #3 THRU #5 D= 6(d) FOR #6 THRU #8 OR 3 " M I N . 12 ( d ) F O R # 6 T H R U # 8 DI M E N S I O N DE T A I L I N G NOTES: CROSSTIE MEMBER BELOW, EXCLUDE CONCRETE IS CAST IN THE THAN 12 INCHES OF FRESH BARS SO PLACED THAT MORE FOR TOP BARS (HORIZONTAL * INCREASE LENGTH BY 30% WIRE TIE END WALLS) D D 48(d) MASONRY (U.N.O.) 48(d) * IN CONCRETE 90° BEND 8(d) R R= 4(d) FOR #9 THRU #11 R= 3(d) FOR #3 THRU #8 2 1/2" MIN.8(d) 180° BEND R12 " 4(d) OR 4 " M I N . O R 4 " M I N . O R 6(d ) R RCB SECTION A A T B T T T T B T A-A (E) RCB DOWEL TO MATCH NEW RCB REINFORCEMENT @ 12" O.C. W/SET-3G EPOXY MIN. 8" EMBED. (ICC-ESR 4057, SPECIAL INSPECTION REQUIRED) (N) RCB, SEE TABLE FOR DIMENSION AND REINFORCEMENT. UNDISTURBED EARTH #4 @ 12" O.C. TOP & BOTT. F BARS 12"5" D, E , H & G B A R S F B A R S B T 15"5" 18"5" 21"5" 24"5 1/4" 27"5 1/2" 30"6" 33"6 1/4" 36"6 1/2" 39"7" 42"7 1/2" 45"7 3/4" 48"8" 51"8 1/2" 54"9" 57"9 1/4" 60"9 1/2" 63"10" 66"10 1/4" 69"10 3/4" 72"11" 78"11 3/4" 84"12 1/2" #5 #6 #4 @ 6 " O . C . #5 @ 6 " O . C . 2-E BARS 2-D BARS H BARS @ 4" O.C. G BARS @ 4" O.C. F BARS 48XBAR DIA. 2" M I N . 2" M I N . NOTE: 1.WATERPROOFING AS NEEDED TO BE BY OTHERS. 2.SUBGRADE PREPARATION TO BE PER GEOTECH. 3.REFER TO CIVIL PLAN FOR MORE INFORMATION. BACKFILL WITH 450-C-2000 (265-C-14) MIX CONCRETE, OR COMPACT SOIL TO SPECIFICATIONS. BACKFILL MAY BE OMITTED IF STRUCTURE IS LAID ON UNDISTURBED EARTH TO STORM DRAIN WALL. 84" MAX. 8 4 " M A X . (84" MAX.) 11.28.2312/20/23