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MATERIAL DATA.-
<br />(information
<br />ATA:(information shown is for structural design reference at new construction only. See
<br />the Project Manual for all material specifications.)
<br />Concrete ultimate strength:
<br />F'c = 3.5 ksi Foundations (Designed for 3 ksi)
<br />F'c = 4 ksi Interior Slab on Grade
<br />F'c = 4 ksi Walls
<br />F'c = 1.5 ksi Lean Mix Fill
<br />Masonry:
<br />F'm = 1.5 ksi
<br />Grout = 2.0 ksi
<br />Mortar = 1.3 ksi
<br />Reinforcing steel yield strength:
<br />Fy = 40 ksi At #3 and smaller
<br />Fy = 60 ksi At #4 and larger
<br />Steel yield strength (UNO):
<br />Fy = 50 ksi W Shapes
<br />Fy = 36 ksi plates & Shapes UNO
<br />Fy P 50 ksi Plates at Moment Frame Connections
<br />Fy = 46 ksi Rectangular HSS
<br />Fy = 42 ksi Round HSS
<br />Fy e 35 ksi Pipes
<br />Fy o 36 ksi Anchor Rods
<br />ASTM A325 Bolts
<br />Fasteners:
<br />Bolts ......... ...................................ASTM A307
<br />Anchor Bolts...............................ASTM F 1554 Grade 36
<br />Cold formed metal framing yield strength:
<br />Fy = 33 ksi 13 & 20 gauge
<br />Fy = 50 ksi 12,14 & 16 gauge
<br />Wood Framing:
<br />Posts & Headers DF#1
<br />2x Studs DF#2
<br />Plates & Sills DF#2
<br />LVL (minimum):
<br />E = 1.9E3 ksi
<br />Fb m2.6ksi
<br />Fv = 2.85 psi
<br />I -Joists 13" Red -165 by Red -Built
<br />(El = 1,205E6 in -lbs)
<br />FOUNDATION NOTES:
<br />1.
<br />ABBREVIATIONS
<br />TYPICAL CONCRETE DETAILS
<br />ADDNL
<br />ADDITIONAL
<br />GALV
<br />GALVANIZED
<br />AB
<br />ANCHOR BOLT
<br />GC
<br />GENERAL CONTRACTOR
<br />I ARCH
<br />ARCHITECTURAL
<br />HA
<br />HEADED ANCHOR
<br />BTW
<br />BETWEEN
<br />H
<br />HIGH
<br />BEV
<br />BEVELLED
<br />HSB
<br />HIGH STRENGTH BOLT
<br />BF
<br />BRACED FRAME
<br />HSS
<br />HOLLOW STRUCTURAL STEEL
<br />BLKG
<br />BLOCKING
<br />HORIZ
<br />HORIZONTAL
<br />BM
<br />BEAM
<br />LLH
<br />LONG LEG HORIZONTAL
<br />BOT
<br />BOTTOM
<br />LLV
<br />LONG LEG VERTICAL
<br />BRG
<br />BEARING
<br />MANUF
<br />MANUFACTURER
<br />CLR
<br />CLEAR
<br />MAX
<br />MAXIMUM
<br />CL
<br />CENTERLINE
<br />MB
<br />MACHINE BOLT
<br />I OC
<br />ON CENTER
<br />MECH
<br />MECHANICAL
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />MTL
<br />METAL
<br />CP
<br />COMPLETE PENETRATION
<br />MF
<br />MOMENT FRAME j
<br />COL
<br />COLUMN
<br />MIN
<br />MINIMUM
<br />CONC
<br />CONCRETE
<br />NTS
<br />NOT TO SCALE
<br />' CON STR JT
<br />CONSTRUCTION JOINT
<br />OC
<br />ON CENTER
<br />CONT
<br />CONTINUOUS
<br />OH
<br />OPPOSITE HAND
<br />CJ
<br />CONTROL JOINT, CONTRACTION JOINT OPNG
<br />OPENING
<br />CTSK
<br />COUNTERSUNK
<br />PEN
<br />PLYWOOD/OSB EDGE NAILING
<br />db
<br />BAR DIAMETER
<br />PL
<br />PLATE
<br />LTC
<br />DEMAND CRITICAL
<br />REINF
<br />REINFORCING
<br />DIA
<br />DIAMETER
<br />REQ`D
<br />REQUIRED
<br />DIM
<br />DIMENSION
<br />REQMT'S
<br />REQUIREMENTS
<br />DN
<br />DOWN
<br />(S)
<br />SIMPSON STRONG -TIE
<br />DO
<br />DITTO (REPEAT)
<br />SAD
<br />SEE ARCHITECTURAL DRAWINGS
<br />DS
<br />DEPRESSED SLAB
<br />SFR S
<br />SEISMIC FORCE RESISTING SYSTEM
<br />EA
<br />EACH
<br />SIM
<br />SIMILAR
<br />EE
<br />EACH END
<br />SOC
<br />SLAB ON GRADE
<br />EF
<br />EACH FACE
<br />SHTG
<br />APA RATED SHEATHING
<br />EJ
<br />EXPANSION JOINT
<br />STGR
<br />STAGGERED
<br />EL (ELEV)
<br />ELEVATION
<br />STN® HK
<br />STANDARD HOOK
<br />EN
<br />EDGE NAILING
<br />STIFF
<br />STIFFENER
<br />EWEF
<br />EACH WAY EACH FACE
<br />SQ
<br />SQUARE
<br />EO
<br />EQUAL
<br />SYMM
<br />SYMMETRICAL
<br />EQUIP
<br />EQUIPMENT
<br />TA
<br />THREADED ANCHOR
<br />ES
<br />EACH SIDE
<br />TSB
<br />TOP AND BOTTOM
<br />EW
<br />EACH WAY
<br />TOB
<br />TOP OF BLOCK
<br />FC
<br />FACE OF CONCRETE
<br />TOC
<br />TOP OF CONCRETE
<br />FD
<br />FLOOR DRAIN
<br />TOF
<br />TOE' OF FOOTING, TOP OF FRAMING
<br />FF
<br />FINISHED FLOOR
<br />TOS
<br />TOP OF STEEL
<br />FIN GRD
<br />FINISHED GRADE
<br />TOW
<br />TOP OF WALL
<br />FLG
<br />FLANGE
<br />TYP
<br />TYPICAL
<br />FOC
<br />FACE OF CONCRETE
<br />LINO
<br />UNLESS NOTED OTHERWISE
<br />FOM
<br />FACE OF MASONRY
<br />VERT
<br />VERTICAL
<br />FOS
<br />FACE OF STUD
<br />VIF
<br />VERIFY IN FIELD
<br />FTG
<br />FOOTING
<br />W
<br />WIDE
<br />GA
<br />GAGE
<br />WP
<br />WORKING POINT
<br />MATERIAL DATA.-
<br />(information
<br />ATA:(information shown is for structural design reference at new construction only. See
<br />the Project Manual for all material specifications.)
<br />Concrete ultimate strength:
<br />F'c = 3.5 ksi Foundations (Designed for 3 ksi)
<br />F'c = 4 ksi Interior Slab on Grade
<br />F'c = 4 ksi Walls
<br />F'c = 1.5 ksi Lean Mix Fill
<br />Masonry:
<br />F'm = 1.5 ksi
<br />Grout = 2.0 ksi
<br />Mortar = 1.3 ksi
<br />Reinforcing steel yield strength:
<br />Fy = 40 ksi At #3 and smaller
<br />Fy = 60 ksi At #4 and larger
<br />Steel yield strength (UNO):
<br />Fy = 50 ksi W Shapes
<br />Fy = 36 ksi plates & Shapes UNO
<br />Fy P 50 ksi Plates at Moment Frame Connections
<br />Fy = 46 ksi Rectangular HSS
<br />Fy = 42 ksi Round HSS
<br />Fy e 35 ksi Pipes
<br />Fy o 36 ksi Anchor Rods
<br />ASTM A325 Bolts
<br />Fasteners:
<br />Bolts ......... ...................................ASTM A307
<br />Anchor Bolts...............................ASTM F 1554 Grade 36
<br />Cold formed metal framing yield strength:
<br />Fy = 33 ksi 13 & 20 gauge
<br />Fy = 50 ksi 12,14 & 16 gauge
<br />Wood Framing:
<br />Posts & Headers DF#1
<br />2x Studs DF#2
<br />Plates & Sills DF#2
<br />LVL (minimum):
<br />E = 1.9E3 ksi
<br />Fb m2.6ksi
<br />Fv = 2.85 psi
<br />I -Joists 13" Red -165 by Red -Built
<br />(El = 1,205E6 in -lbs)
<br />FOUNDATION NOTES:
<br />1.
<br />Foundation Design Bearing Pressures:
<br />TYPICAL CONCRETE DETAILS
<br />Dead + Live = 3000 psf
<br />TYPICAL WOOD DETAILS
<br />Dead + Lige + Lateral = 4000 psf
<br />2.
<br />All sails work shall be done in accordance with the specifications, the
<br />TYPICAL STEEL & METAL DECKING DETAILS
<br />requirements of the Geotechnical Report noted below and Chapter 13A of the
<br />FOUNDATION PLAN
<br />2413 CBC. All foundations shall bear on firm, undisturbed, native sods or
<br />ROOF FLAMING PLANS
<br />& ISOMETRICS
<br />engineered fill at or exceeding depths shown on the drawings. Engineered fill to
<br />FLAMING ELEVATIONS
<br />be compacted per Geotechnical report. Increase fill and or footing depth as
<br />FOUNDATION DETAILS
<br />required by Geotechnical Engineer. All footing excavations shall be as neat as
<br />HIGH ROOF DETAILS
<br />practicable. Over -excavations in width shall be filled with concrete, and in depth
<br />_
<br />ADMIN & CANOPY ROOF DETAILS
<br />may be filled with lean concrete or compacted approved backfill. All loose soils
<br />LOW ROOF DETAILS_
<br />- - --
<br />.shall be removed from excavations prior to placement of reinforcing or concrete.
<br />MISC. ROOF DETAILS .�...__...W...._....._...
<br />Geotechnical Report by:
<br />Condor Earth Technologies Inc.
<br />Project No. 6999E
<br />Dated. May 19, 2015
<br />3.
<br />Where bottom of adjacent footings are different provide stepped footing per
<br />51S1.1.
<br />4.
<br />Use 5/8" diameter x 12" (13°" at curbs) anchor bolts (AB) at 48"oc where not
<br />otherwise noted. Minimum embedment into concrete is 7" (excluding curb) unless
<br />detailed otherwise. Anchor bolts are to be tied in place prior to placement of
<br />concrete. See shear wall schedule for additional requirements. Minimum: two
<br />anchor bolts per sill piece.
<br />5.
<br />Typical Slab on Grade. 5" concrete reinforced with #4 @ 16"oc each way at mid -
<br />depth over, vapor retarder (per specifications) and 4" min of No. 43/4"pea gravel
<br />per Geotechnical recommendations and as approved by the Geotechnical
<br />Engineer, Do not drive concrete trucks or large screed machines on vapor
<br />barrier without additional buffer material and approval from the Structural
<br />Engineer.
<br />6.
<br />Defer to Architectural and Plumbing drawings for depressed slabs for
<br />Architectural flooring or inserts, sloped slabs to drain and pipes or conduits at
<br />slab. See 8/S1.1 & 9/S1.1 at depressed slab & 7/S1.1 for pipes and conduits.
<br />7.
<br />Provide control joints (or construction/dowel joints at contractor's option) as
<br />shown on plan (10"-0"oc max. UNO) per 6/S1.1. Install joints to divide slab into
<br />rectangular areas with long dimension less than 1.5x short dimension. Install
<br />joints at face of studs of wall where possible. Submit joint layout plan for review
<br />prior to placement.
<br />S.
<br />Do not undercut existing foundations. Notify Engineer for review and possible
<br />revisions, if existing foundation conditions are not as shown.
<br />9.
<br />Top of footing elevations to be determined by the contractor based on
<br />information from the Civil drawings, Geotechnical report, Landscape, etc.
<br />LIGHT GAUGE METAL FRAMING NOTES:
<br />°I . See plans, details, and Architectural drawings for metal framing locations. See
<br />Architectural drawings for wall widths and configurations .AlI framing designations are
<br />per Steel Stud Manufactures Assoc.(SSMA) ICC ESR -3064P
<br />2. Each products four part identification code identifiers, the size (both depth and flange
<br />width) style, and material thickness in ails, example: 600S162-54
<br />660 - Member depth in 1/100" (6")
<br />S - Member style - S=Stud, T=Track
<br />162 - Flange width in 1/100" (15/8")
<br />54 - Material thickness in mils (0.054")
<br />MILS EQ. GAUGE
<br />33 20 ga
<br />43 13 ga
<br />54 16 ga
<br />63 14 ga
<br />97 12 ga
<br />3. Typical metal studs and framing are per plans LINO. Submit shop drawings and
<br />manufacturer's information showing conformance to criteria shown on drawings and
<br />specifications. Minimum metal gauge s 20 (33 mils).
<br />4. Typical tracks are 43 mil rain and same as gauge at 54 mil framing. Flange to be
<br />1 1/2" min.
<br />5. Sheet Metal Screws (MS) or (SMS) to be Pan -Dead or Hex -Head self -drilling or pre-
<br />drilled, size as noted on drawings, and of sufficient length to achieve full penetration
<br />w/ 3 threads rain projection at all members at connections. Minimum edge distance
<br />and spacing is 1" in all members.
<br />6. Powder Driven Pins (PDP) in concrete to be X_U universal knurled shank fasteners
<br />w/ 0.157" minimum shank diameter and 1 1/4" minimum embedment in concrete.
<br />Minimum distance to edge of concrete is 21/2". Minimum spacing to be 4" O.C. DO
<br />NOT use PDP at concrete curbs. Install per ICC ESR -2269-
<br />7. Powder [given Pins at steel & curtain wall framing clips to be Simpson (S) PDPT
<br />Pins with 0.300" O heads dia. & 0.145" O shank dia. Install per mfr &
<br />IAPMO ES EIS -236.
<br />6. Expansion bolt size and embedment required per drawings & 16/S1.1.1. Minimum
<br />edge distance in track is 2" and minimum spacing is 4"'oc UNO. For expansion
<br />bolts through metal tracks use 3" square x 1/4" Plate Washer (or equivalent round
<br />washer) at track. Drill hole in plate Washer for expansion bolt as needed to achieve
<br />minimum edge distances.
<br />9. Provide light gauge metal backing for Architectural finishes and furnishings, SAD.
<br />INTENT OF DRAWINGS:
<br />1. Typical Details and General Notes on these drawings apply to all parts of the
<br />project except where specifically detailed or noted otherwise.
<br />2. See Project Manual for material specifications.
<br />3. Resolve any conflicts on the drawings with the Architects and Structural Engineer
<br />before proceeding with construction. Dimensions take precedence over scale of
<br />drawings. However, any significant conflicts should be resolved as noted above.
<br />4. These drawings represent the finished structure but do not indicate the means or
<br />methods or sequences of construction. The contractor is responsible for all
<br />temporary bracing, shoring and contractor is responsible for determining and
<br />enforcing all construction load limits on the structure.
<br />DESIGN CRITERIA:
<br />1. Dodoes and Standards:
<br />2013 California Building Code (CSC) as adopted by DSA
<br />ACI 313611 - ACI Building Code requirements for Structural Concrete
<br />AISC 350-10 Specification for Structural Steel Buildings
<br />AISC 5100-07 Cold Formed Steel Structural Members
<br />ANSI/AWC NDS -2012 for Wood Framing
<br />TMS 402-11 Building Code Requirements for Masonry Structures
<br />2. Wind Design:
<br />Risk Category III
<br />Basic Wind Speed V3S =115 MPH Ultimate
<br />Exposure Category
<br />3. Seismic Desi i7:
<br />Disk Category III
<br />Design Category D
<br />Sail Site Class E
<br />Importance Factor, le 1.25
<br />Spectral Response Accelerations
<br />Ss = 0.970 g S1 = 0.343 g
<br />Sds a 0.6 g Sd1 = 0.6 5g
<br />Analysis Procedure = Equivalent Lateral Force Procedure
<br />Response Modification R = 6.50 Light framed walls sheathed with wood struct panels
<br />R = 5.00 Special Reinforced Masonry shearwalls
<br />R v 5.00 used For Seismic Design of All Lateral Systems
<br />Overstrength Factor Do = 2.50
<br />Deflection Amplification C,1 = 3.50
<br />Seismic Coefficient Cs .- 0.151 WW
<br />Cs = 0.130 W used for deisgn of All Lateral Systems
<br />4. Dead Loads:
<br />Nigh Roof = 25 psf (including 5 psf allowance for future solar)
<br />Low Roof= 20 psf (including 5 psf allowance for future solar)
<br />5. Live Loads:
<br />Roof = 20 psf
<br />GENERAL NOTES:
<br />1. Refer to sheets 41.1, S1.2, S1.3 and S1.4 for standard details of new construction.
<br />Defer to the project manual for materials and methods at new construction.
<br />2. Building dimensions shown are for general reference only. See Architectural drawings
<br />(SAD) for all actual building dimensions. Any discrepancies are to be brought to the
<br />attention of the Architect/Engineer so clarification can be made prior to commencing
<br />work. All dimensions related to existing conditions shall be verified by the contractor
<br />and submitted in writing to the Architect/Engineer for review prior to construction.
<br />3. Drawings shall NOT be scaled. All dimensions and fit shall be determined and
<br />verified by the contractor prior to commencing work..
<br />4. Details not fully or specifically shown shall be of same nature as other similar
<br />conditions.
<br />5. Refer to Architectural drawings for sidewalk slabs and dimensions.
<br />6. Coordination of mechanical, electrical, plumbing, and site utility systems with the
<br />structural system is the responsibility to the General Contractor. Use details 2/S1.1,
<br />3/S1.1, and 7/S1.1. At conditions where these details do not appear to apply, notify
<br />the Structural Engineer prior to installation. At conditions where field modifications of
<br />mechanical, electrical, plumbing, or site utilities affect structural systems, notify
<br />Structural Engineer prior to installation.
<br />7. Verify weights and locations of mechanical units with Mechanical Engineer prior to
<br />placement. units varying over 10% in weight shall be reviewed by the Structural
<br />Engineer prior to installation (mechanical weights shown are maximum). Contractor to
<br />verify mechanical unit sizes and weights as installed prior to installation of special
<br />framing to ensure correct placement under curbs, etc.
<br />3. Shoring and bracing design, materials and installation shall be provided by the
<br />General Contractor, and shall be adequate for all loads. Leave in place as long as
<br />may be required for safety and until final structural construction is completed.
<br />9. Special Inspections are required per the DSA approved Testing and Inspection Form
<br />103. Structural observation is required for the following unless directed otherwise:
<br />- Reinforcing steel
<br />- Timber wall & roof framing
<br />- Steel roof framing
<br />Notify ASG at least 3 days prior to completion of above work.
<br />TESTING & INSPECTIONS:
<br />1. Per DSA Approved Foran 103 in project manual.
<br />S0.1 ___
<br />GENERAL NOTES
<br />S1.1
<br />TYPICAL CONCRETE DETAILS
<br />S1.2
<br />TYPICAL WOOD DETAILS
<br />S1.3
<br />TYPICAL CMU & I -JOIST DETAILS
<br />S1.4
<br />TYPICAL STEEL & METAL DECKING DETAILS
<br />52.1.1
<br />FOUNDATION PLAN
<br />S2.1.2
<br />53.1.1 SECTIONS
<br />ROOF FLAMING PLANS
<br />& ISOMETRICS
<br />53.1.2
<br />FLAMING ELEVATIONS
<br />54.1.1
<br />FOUNDATION DETAILS
<br />S5.1.1
<br />HIGH ROOF DETAILS
<br />55.1.2
<br />_
<br />ADMIN & CANOPY ROOF DETAILS
<br />55.1.3
<br />LOW ROOF DETAILS_
<br />- - --
<br />55.1.4
<br />MISC. ROOF DETAILS .�...__...W...._....._...
<br />650 University Ave., Suite 110
<br />Sacramento, 0A 95325
<br />Phone: (916) 5149109
<br />ASC Project No. 15015
<br />Copyright 0 20iS Rainforth Grau Architects, All rights reserved. Reproduction of these pians, either in whole or in pari. Including any form
<br />of copying and/or preparation of derivative works thereof, for any reason without prior written permission, is strictly prohibited.
<br />CASA I SE
<br />Fite No. 39-53
<br />IDENTIFICATION STAMP
<br />DIV. OF THE STATE ARCHITECT
<br />02 -114490
<br />AC_ FLS SS
<br />DATE I i. 0/I r -
<br />AN1}e�©���c>
<br />NO. SE -2911,0 j
<br />EXP. 12/37/F�1
<br />OF GA0��
<br />t � t
<br />DRAWN
<br />Revision TJS
<br />CHECKED
<br />TGK
<br />SCALE
<br />As indicated
<br />PROJECT NO.
<br />15-1207
<br />DATE
<br />6-26-15
<br />SHEET
<br />SO.1
<br />
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