HomeMy WebLinkAboutX2021-0119 - CalcsMichael R. Gabriel Structural Engineer
483 East 201h Street, Costa Mesa, California 92627
Phone: 949-646-6596 FAX: 949-548-8356
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Walker Residence Site Walls
26 Royal St. George
Newport Beach, California
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BY: S.E.C.
These calculations prepared by Michael R. Gabriel (Structural Engineer) for this project are instruments of the Structural
Engineer's work and are the exclusive property of the Structural Engineer. Their use or publication shall be restricted for
use solely with respect to the specific project referenced above. For prototype projects these calculations are provided for
reference only, the civil or structural engineer of record for each specific project shall prepare, sign and seal their own
calculations. These calculations are not to be used unless signed and sealed by Michael R. Gabriel, Structural Engineer.
The Structural Engineer shall be deemed the author of these documents and shall retain all common law, statutory and
other reserved rights including the copyright. The Structural Engineer's calculations shall not be used in part or in whole
by the Owner or others for other projects, additions to this project or for completion of this project by others except by
agreement in writing and with appropriate compensation to the Structural Engineer.
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483 East 2011 Street, Costa Mesa, California 92627
Phone; 949-646-6596 FAX: 949-548-8356
MATERIAL SPECIFICATIONS: (U.N.O. ON PLANS)
STRUCTURAL WOOD:
GLUED -LAMINATED WOOD:
WOOD "I" JOISTS:
PARALLAM (PSL) MEMBERS
STRUCTURAL STEEL:
CONCRETE: (U.N.0)
REINFORCING:
2x Joists & Rafters D. F42
4x Beams- D.F.#1
6x & Larger Beams- D.F.#1
Fb= 2400 PSI; Fv= 165 PSI; E=1,600,000 PSI
Simple Span: 24F -V4
Cantilever: 24F -V8
Manufactured by Trus Joist MacMillan
Allowable spans based on TJI published data.
Manufactured by Trus Joist MacMillan
Fb= 2900 PSI; Fv= 290 PSI; E= 2,000,000 PSI
Pipes: ASTM A53, Grade B (Fy=36 KSI)
Tubes: ASTM A500, (Fy=46 KSI)
Rolled Sections: A36 (Fy=36 KSI)
Slab on grade and footings: fc= 2500 PSI
Columns, Beams, Etc.: fc= 3000 PSI
#4 Bars and smaller:
#5 Bars and larger:
Prestress Strands:
Fy= 40 KSI
Fy= 60 KSI
Fy= 270 KSI
CONCRETE MASONRY: Fm= 1500 PSI(Grade N, Ltwt.)
Mortar: fc= 2500 PSI (Type M)
Grout: fc= 2500 PSI
Reinforcing: Fy= 40 KSI (All Bars)
Michael R. Gabriel Structural Engineer
Project- Job no. 11.1-P%
Location Sheet 91 of
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Preliminary Geotechnical Investigation September 8, 2020
Proposed Single -Family Residence Project No. 1-1176
26 Royal Saint George Page '14 of 25
Newport Beach, California
Foundation Design
General
Presented below are the preliminary criteria for use in the design of shallow conventional
foundations for planned residence support. Included in the following are alternate
recommendations for post -tension slab/ footing design which may be considered based on
potential low soil expansion potential.
The
16�hnical cYfteria arks pro diZted for design of shallow conventional footings:
Bearing Pressure (1) - 1,500 lost
Minimum Footing Depth (2) - 18 inches
Minimum Footing Width = Per 2019 CBC
Passive Soil Pressure (3) 200 psf/ft., subject to a maximum of 2,000 psf
Friction Coefficient - 0.30 (ultimate)
Minimum Footing Reinforcement = For continuous footings, min. four No. 4
bars, two at top and two at bottom.
(1) Allowable bearing pressures may be increased by one-third for short term
loading due to wind or seismic forces. r``
(2) Footing depth is below lowest adjacent soil grade. Footings should be
deepened, as necessary, to depth equivalent to existing adjacent foundations.
(3) Passive soil pressure value is for level soil conditions adjacent to footings.
General Remarks
a. Foundation details such as concrete strength, reinforcements, etc. should be
established by the Project Structural Engineer considering the loading conditions, soil
expansion potential, and potential differential settlements. The recommended
reinforcements should be considered minimum requirements. More restrictive criteria
based on structural design considerations for Code requirements shall govern.
b. Foundation excavations should be observed and approved by the Project
Geotechnical Engineer prior to the placement of reinforcement or concrete. Forming
of footing excavations may be required. Excavations should be free of slough and
debris and thoroughly moisture conditioned prior to placing concrete.
c. Excavated material from footing and utility trenches should not be placed in slab -on -
grade areas unless properly compacted and tested.
350 Fischer Ave. Front Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks,corn