S1sales.span.net/1.SPAN PROJECTS/Waste Management San Leandro/… · 15/10/2011 · When not adressed by division 1 of the specifications, paper format Structural Shop Drawings shall

Interpretation of Drawings & Specifications

In general, the working details will indicate dimensions, position and kind ofconstruction, and the specifications, qualities and methods. Any workindicated on the working details and not mentioned in the specifications, orvice versa, shall be furnished as though fully set forth in both. Work notparticularly detailed, marked or specified, shall be the same as similar partsthat are detailed, marked or specified. If conflicts occur on drawingsand/or specifications, the most expensive materials or methods will prevail.Should an error appear in the working details or specifications or in workdone by others affecting this work, the Contractor shall notify the Architectat once and in writing. If the Contractor proceeds with the work soaffected without having given such written notice and without receiving thenecessary approval, decision or instructions in writing from the Owner, thenhe shall have no valid claim against the Owner, for the cost of soproceeding and shall make good any resulting damage or defect. No verbalapproval, decision, or instruction shall be valid or be the basis for anyclaim against the Owner, its officers, employees or agents. The foregoingincludes typical errors in the specifications or notational errors in theworking details where the interpretation is doubtful or where the error issufficiently apparent as to place a reasonably prudent contractor on noticethat, should he elect to proceed, he is doing so at his own risk.

Construction shall conform to all applicable codes and regulations.Shop Drawing Note:

When not adressed by division 1 of the specifications, paper formatStructural Shop Drawings shall be submitted in the form of three copiesminimum of each sheet.The purpose of Shop Drawings submittals by the Contractor is todemonstrate to the Structural Engineer that he understands the designconcept by indicating which material he intends to furnish and install, andby detailing the fabrication and installation methods he intends to use on astand alone set of documents. Duplication of design documents for thepurpose of shop drawings is not acceptable.Prior to fabrication, Shop Drawings shall be submitted for review by theStructural Engineer. Shop Drawing submittals shall include, but are notnecessarily limited to, structural steel, reinforcing steel, & glued laminatedbeams.Prior to submission the Contractor shall review all submittals forconformance with the Contract Documents and shall stamp submittals asbeing "Reviewed for Conformance".Shop Drawings submittals processed by the Structural Engineer are notChange Orders.Any detail on the Shop Drawing that deviates from the Contract Documentsshall clearly be marked with the note "This a change".Shop drawings or calculations submitted for review that require resubmittalfor re-review shall be billed hourly for such time to the General Contractor.Re-review will not proceed without written approval from the GeneralContractor for additional engineering review services.

Safety Note:

The contractor shall notify the Architect and Structural Engineer where a conflictor discrepancy occurs between the Structural drawings and any other portion ofthe Contract Documents or existing field conditions. Such notification shall begiven in due time so as not to affect the construction schedule. In case of aconflict between Structural drawings and specifications the more restrictivecondition shall take precedence unless written approval has been given for theleast restrictive. Contractor shall verify all dimensions with Architectural prior tocommencing any work.

Where no specific detail is shown, the construction shall be identical or similarto that indicated for like cases of construction on this project. Should therebe any question, contact the Architect and Structural Engineer prior toproceeding.

When construction attaches to or is within an existing building, a complete set of drawingsof the existing building shall be kept on the job site. Contractor to obtainthese drawings from the Owner (if they are available).Contractor shall provide an allowance equal to 2% of the bid for structural steel,misc. iron and reinforcing steel to be used at the discretion of the StructuralEngineer. Unused amount to revert to the Owner upon completion of the job.Any substitutions for structural members, hardware or details shall be reviewedby the Architect and Structural Engineer. Such review will be billed on a timeand materials basis to the General Contractor with no guarantee that thesubstitution will be allowed.Do not scale drawings. Contact the Architect or Structural Engineer for anydimensions not shown.These drawings are not complete until reviewed and accepted by local BuildingOfficials and signed by the Owner and the Structural Engineer.

GENERAL NOTES100SN001-1

It is the Contractors responsibility to comply with the pertinent sections, asthey apply to this project, of the "Construction Safety Orders" issued by theState of California latest edition, and all OSHA requirements.

The Owner and the Structural Engineer do not accept any responsibility forthe Contractor's failure to comply with these requirements.

The Contractor shall be responsible for adequate design and constructionof all forms and shoring required. Shoring indications (location, direction,duration, etc.) are only shown on the Structural drwgs when required toimplement the design intent of the final work product. Determination whethershoring is required for temporary or intermediate conditions duringcoonstruction is wholly the resposibility of the contractor.

For convenience, specifications have been prepared for this project and arearranged in several sections, but such separation shall not be considered asthe limits of the work required of any separate trade. The terms andconditions of such limitations are wholly between the contractor and hissubcontractors.

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2.3.

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5.

6.

7.

8.

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10.

11.

a.

b.

c.

d.

e.

f.

g.

a.

b.

c.

a.

b.

c.

DESIGN CRITERIA100SN002-1

Codes and Standards2013 California Building Code (CBC)ASCE 7-10ACI 318-11AISC 360-10, 341-10, 358-10TMS 402-11/ACI 530-11/ASCE 5-11TMS 602-08/ACI 530.1-08/ASCE 6-082012 NDS, 2008 SDPWS

Vertical loads

Soils Values Allowable soils pressure (Ancillary site structures only)

DL 2500 psfDL + LL 2500 psfDL + LL + Seismic 3333 psf

Footing Minimum depth = 12 " Minimum width = 24 "

Roof Live Load = 20 psf Floor Live Load = 85 psf Floor Partition Live Load = 15 psf Corridors = 100 psf Floor live loads are reduced where permitted by code.

Lateral loadsSeismic:

Site Class ESs = 1.686 ; Sds = 1.012S1 = 0.666 ; Sd1 = 1.066

Occupancy Category: IISeismic Design Category: DI = 1.00 ; Ip = 1.00

Analysis Procedure: Equivalent Lateral Force

Seismic Force Resisting Systems:1) Ordinary Steel Moment Frame R = 3.5 ; Ωo = 3.0 ; Cd = 3.0 ;Cs = .394

2) Ordinary Steel Concentric Braced Frame R = 3.25 ; Ωo = 2.0 ; Cd = 3.25 ;Cs = .424

Wind:Basic Wind Speed = 110 mphExposure Category CIw- = 1.0

3.

1.

2.

4.

1)2)3)

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Anchor BoltAboveBelowBottom of FootingBearingBetweenCenter to CenterControl JointComplete Joint PenetrationClearConcrete Masonry UnitConstruction JointContinuousContractorCountersinkDouglas FirDead LoadDittoDrawingExistingEach FaceExpansion JointElevationEdge NailingEdge of SlabEqualEach WayEach Way Each FaceFace of Block(or Brick) orFlat BarFace of Concrete orFraming Clip(Simpson A35 uno)Finish FloorFace of Stud or Far SideFire TreatedGauge or gageGlued Laminated BeamHeaded BoltHeaderHigh Strength BoltHollow Structural SectionHeightJoist HangerLive LoadLong Leg HorizontalLong Leg VerticalLag ScrewLight WeightLight Weight Insulating ConcMachine Bolt

mfrMImtl(n)NICNSntsNWOHOSBpcPJPPTrwdSCshtgsimSMSSPstfnrstgrdstlt&bt&gthrdtntotoctof

tostowunow/w/owpWSWWFJKL#sqø

(a)(b)

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ManufacturerMalleable IronMetalNewNot in ContractNear SideNot to ScaleNormal WeightOpposite HandOriented Strand BoardPiecePartial Joint PenetrationPressure TreatedRedwoodSlip CriticalSheathingSimilarSheet Metal ScrewStructural PanelStiffenerStaggeredSteelTop & BottomTongue & GrooveThreadedToe NailTop ofTop of Concrete (slab uno)Top of Footing orTop of FramingTop of SteelTop of WallUnless Noted OtherwisewithwithoutWork PointWood ScrewWelded Wire FabricCenterlinePlateWide FlangeNumber or PoundsSquareRound or DiameterCont Wood in SectionWood Blocking in SectionEnd of Wood Piece"member" above"member" below

100SN003-1

ABBREVIATIONSABBREVIATIONSABBREVIATIONSABBREVIATIONS

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING100SN004-1

Special inspections and testing shall be provided by an inspection agency,employed by the owner, and qualified by the building official to inspect the particulartype of construction. Tests and inspections, as required by sections 110, 1704, 1707,and 1708 of the 2010 CBC, shall be performed during construction on the types ofwork listed below:

Steel ConstructionConcrete ConstructionMasonry Construction-Level 1Masonry Construction-Level 2Wood ConstructionHigh-Load DiaphragmSoilsDriven Deep FoundationsCast In-place Deep FoundationsHelical Pile Foundations

InspectionsSection 1704.3 & Table 1704.3Section 1704.4 & Table 1704.4Section 1704.5 & Table 1704.5.1Section 1704.5 & Table 1704.5.3Section 1704.6Section 1704.6.1Section 1704.7 & Table 1704.7Section 1704.8 & Table 1704.8Section 1704.9 & Table 1704.9Section 1704.10

TestingSection 1708.3Section 1708.2

--------

Inspections may be continuous or periodic as allowed by the individual material orcomponent inspection sections and tables of section 1704.The special inspector shall submit inspection reports to the building official and thedesign professional in responsible charge. The reports shall indicate whether workinspected conformed to the Construction Documents. Any discrepancies shall beimmediately brought to the attention of the Contractor for correction.If discrepancies are not corrected, they shall be brought to the attention of thebuilding official and the design professional in responsible charge.All Special Inspection Agencies / Individuals and Shop Fabricators shall beapproved by the building official prior to commencement of work.Testing and inspection records shall be retained until completion of construction.The Contractor shall submit a written statement to the building official acknowledgingresponsibility for construction of the main lateral-force resisting system prior tocommencement of that work as required by section 1709 of the 2010 CBC.Special inspections for seismic and wind resistance shall be conducted for all itemslisted in section 1705.3 and 1705.4 as applicable. Special inspections for seismicresistance shall include all items in section 1707. Special inspections for windrequirements shall include all items in section 1706. Structural testing for seismicresistance shall be in accordance with section 1708.Masonry Construction Level 2 applies to structures classified as occupancycategory IV only.All soils and foundation excavation inspections shall be by the GeotechnicalEngineer of Record.For testing and inspection requirements for non-structural materials and components,see construction documents and comply with chapter 17 of the 2010 CBC

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3.

4.

5.6.

7.

8.

9.

10.

DEMOLITION NOTES100SN008-1

Safety Notes:It is the Contractor's responsibility to comply with the pertinent sections, asthey apply to this project, of the "Construction Safety Orders" issued bythe State of California latest edition and all OSHA requirements.The Architect, Structural Engineer and Owner do not accept anyresponsibility for the Contractor's failure to comply with these requirements.The Contractor shall be responsible for adequate design and construction ofall formwork, bracing, and shoring required. Shoring indications (location,direction, duration, etc.) are only shown on the Structural drwgs when requiredto implement the design intent of the final work product. Determinationwhether shoring is required for temporary or intermediate conditions duringcoonstruction is wholly the resposibility of the contractor.

Shore or brace beams, columns and walls as required to maintain the stableintegrity of the existing structure prior to demolition. It is the Contractor's soleresponsibility to design and provide competent shoring and bracing for all loadsimposed during and after demolition through completion of new construction.Contractor is to prepare a demolition and shoring plan depicting locations andmethod of shoring and demolition sequencing.All dimensions given to existing structure are approximate. Verify by fieldmeasurements the dimensions of the existing structure. Where actual conditionsdeviate from details shown on the drawings, notify the Structural Engineer forinstructions before proceeding with work.Any conflicting items not specifically shown (such as underground pipes, conduits,etc.) shall be brought to the attention of the Structural Engineer prior to furtherdemolition.Demolition and removal of existing construction shall be made in such a manneras to minimize or avoid damage to adjacent construction.A complete set of original drawings of the existing structure is to be kept onthe jobsite. Contractor shall obtain these drawings from the Owner where available.Extent of demolition is to be as indicated on plans, sections and details. Verifystorage and reuse of existing materials with Architectural drawings. Demolitionis to include removal and disposal of demolished construction. SeeSpecifications for additional demolition instructions.Provide a 10% contingency allocation based on bid for all work shown on thestructural drawings for supplemental structural work to be implemented at thediscretion of the Structural Engineer. This allocation is to fund constructionshown on "Supplemental Instructions" as issued by the Structural Engineer andonly after his review of the cost. Any unused portion of the allocation is torevert to the Owner at the completion of the project.Contractor shall retain the services of a Structural Engineer registered in theState of California to provide selective demolition and replacement of existingconstruction in areas necessary for clearance of pile driving equipment.Plan shall be submitted to the Structural Engineer for review.

2.

3.

4.

5.

6.

8.

9

10.

A)

C)

B)

7.

These notes also apply to conditions where partial or selective demolitionis required as part of the work.

1.

ELEVATOR GUIDE RAILS AND SUPPORTS100SN013-1

1. Guide rails, guide rail supports and brackets for elevator cab orcounterweight shall be designed to meet the force force and displacementrequirements of ASCE7-05 13.6.10.

2. Provide Shop Drawings and engineering calculations for the guide rails, guiderail supports and supporting brackets signed by a California Civil Engineer, forreview by the Architect and/or Structural Engineer, and for approval by theenforcement agency prior to fabrication.

3. All loading conditions resulting in eccentricities or torsion to beams and/orcolumns shall be resolved by the installation of stiffeners and diagonal strutsdesigned and installed by the supplier.

4. Seismic forces shall be accounted for and braced back to the structure. Foradditional requirements see California Code of Regulations Title 24 part 2 andpart 7.

5. See Architectural drawings for opening/pit dimensions, locations and details.

STRUCTURAL STEEL500SN001-1

Fabrication, erection and materials shall conform with the AISC Specification forStructural Steel Buildings, the AISC Seismic Provisions for Structural SteelBuildings, and the International Building Code, latest editions.Structural Steel wide flange shapes shall conform with ASTM A992. All otherStructural Steel rolled shapes (channels, angles, etc) and plates shall conformwith ASTM A36, uno.Steel Pipe shall conform to ASTM A53, Types E or S, Grade B.All Hollow Structural Sections (HSS) shall conform to ASTM A500, Grade B.All structural steel shall receive a minimum of one shop coat of red primer paint.Do not paint areas to be field welded, fireproofed, galvanized, to receiveslip-critical high strength bolts, or to be embedded in concrete. Provideadditional painting as noted in the specifications.All structural steel shall be erected plumb and true to line. Temporary bracingshall be installed and shall be left in place until other means are provided toadequately brace the structure. Contractor responsible for reviewing all baseplate and support conditions during erection and bracing as required. See AISCand OSHA requirements.Place non-shrink grout under all base plates before adding vertical load.Structural steel below grade shall have 3 inches minimum of concrete cover.Bolted connections shall consist of unfinished bolts conforming to ASTM A307unless noted otherwise. Where high strength bolts are indicated, boltsconforming to ASTM A325 or ASTM A490 as needed shall be provided.Anchor rods cast in concrete or masonry shall be headed bolts with cutthread, full diameter body style conforming to ASTM F1554 gr. 36, 55 (weldableper S1 Supplementary Requirements), or 105 as indicated on drawings. All boltedconnections and base plates shall have standard cut washers unless notedotherwise. Washers for base plates shall conform to ASTM F844 unless notedotherwise, and shall be placed at top and bottom of plate.

"Slip-critical" bolted connections:

Provide 1/2" diameter stitch bolts and ring fills, spaced at not more than2'-0" on center for all double angle members.At wood to steel parallel contact, bolt with 1/2" diameter bolts at maximum24"cc.Holes for unfinished bolts shall be of the same nominal diameter of the boltplus 1/16". Use standard AISC gage and pitch for bolts except as notedotherwise.Welding shall be done by the electric arc process in accordance with AmericanWelding Society Standards, using only certified welders. All groove welds shallhave complete penetration unless noted otherwise. All exposed welds shall beground smooth. All electrodes for welding shall comply with AWS code, E70series minimum.Weld lengths called for on plans are the net effective lengths required.Minimum fillet welds: 3/16" @ t < 1/2"

1/4" @ t < 3/4"5/16" @ t > 3/4"

Welding Procedure Specifications (WPS) for shop and field prequalified weld jointsand weld joints qualified by test shall be prepared for review prior to fabrication.All welding procedure items such as base metals, welding processes, filler metalsand joint details that meet the requirements of AWS D1.1 Section 5.1 shall beconsidered as prequalified. Any change or substitution that is beyond the rangeor tolerance or requirements for prequalification shall be qualified by test perAWS D1.1 Section 5 part B. Qualification testing is required when the depth ofa partial penetration or complete penetration weld is 2" or greater.For nondestructive testing of welded connections excluding primary members ofmoment resisting frames:

1. Base metal thicker than 1 inch when subject to through thickness weld shrinkage strains.2. All complete joint penetration groove or butt welds.3. All partial joint penetration groove welds when used in column splices.

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15.16.

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The special inspector must be present during installation and tighteningoperation of "slip-critical" connections.

Welded connections shall be tested by nondestructive methods forcompliance with AISC J2, and job specifications. Ultrasonic Testing shallbe in accordance with AWS D1.1, ASTM E164 and ASME Section V.Radiography shall be in accordance with AWS D1.1, ASTM E94 and E99,and ASME Section V. This testing shall be part of the special inspectionrequirements of IBC Section 1704.3 performed by an approved independenttesting laboratory as follows:

Any material discontinuities shall be accepted or rejected on the basis ofdefect rating in accordance with the (larger reflector) criteria of AISC J2.

a)

b)

b)

a) "Slip-critical" connections (A325SC design values with special inspection)are required at all braced frame connections, at all connections alongchord lines and drag lines (as noted on plans), and uno, at all bolts inoversized or slotted holes.

METAL STAIRWAYS550SN001-1

Supplier shall provide complete design drawings and calculations for all metalstairways. Stairways shall be designed for Dead Load + 100 psf Live Load, andSeismic Loads.Supplier shall design, supply, and install all connection materials which shallinclude but are not necessarily limited to embedded items, bearing plates,stiffeners, diagonal struts, support angles, channels and tubes. All loadingconditions resulting in eccentricities or torsion to beams and/or columns shall beresolved by the installation of stiffeners and diagonal struts, designed, supplied andinstalled by the supplier.Seismic forces shall be accounted for and braced back to the main structure.Slip details shall be incorporated at ground level for story drift. Positive ties usingrebar shall be provided to resist seismic forces at floor levels with concrete fill.See Architectural drawings for stairway dimensions and details.Submit Shop Drawings and calculations signed by a Civil Engineer, registered inthe state in which the project is located, for review by the Architect and/orStructural Engineer, and approval by the enforcement agency prior to fabrication.Provide rebar at all concrete fill on treads and landings per specs.See specifications for additional design criteria.

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6.7.

FOUNDATIONS200SN001-1

All foundation work shall be done in accordance with the requirements of theSoils Report #Foundations shall bear onSee notes and details on sheetAll filling, backfilling and compaction shall be done under the observation of arepresentative of the Soils Engineer and must be compacted to the minimumdensity specified in accordance with the procedure outlined in the soils report.Building pad construction shall conform to the requirements of the soils report.The extent and depth of overexcavation and placement of engineered fill shall ata minimum be as shown on the plans. Final depth and extent of excavationand fill shall be determined at time of construction by a representative of theSoils Engineer. Foundation depths indicated on plans are for estimatingpurposes only.Bottoms of all foundations shall be level. Changes in bottom of foundationelevation shall be made according to Stepped Footing Detail on the TypicalDetail Sheet.Foundation concrete may be placed directly into neatexcavations provided the excavations are stable (asdetermined by a representative of the SoilsEngineer). Otherwise, foundations shall be fullyformed. Use minimum planking shown to protectagainst sloughing, as required. Planking does notreplace formwork required to stabilize excavation.The surface of all horizontal construction joints shall be cleaned & roughenedby exposing clean aggregate solidly embedded in mortar matrix.Notify the Structural Engineer 48 hours before casting foundations.A representative of the Soils Engineer shall advise the Building Official inwriting that:

a. The building pad was prepared in accordance with the soils report.b. The utility trenches have been properly backfilled and compacted and;c. The foundation excavation depth and material are adequate to achieve design bearing capacity; and forming comply with the soils report and

approved plan.

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2x12 2x121x8

footing

width

plan

INCH POUNDBAR SIZE

DIAMETER (In.)

METRICBAR SIZE

DIAMETER

(mm)

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

0.375

0.500

0.625

0.750

0.875

1.000

1.128

1.270

1.410

1.693

2.257

#10

#13

#16

#19

#22

#25

#29

#32

#36

#43

#57

9.5

12.7

15.9

19.1

22.2

25.4

28.7

32.3

35.8

43.0

57.3

Standard Rebar Sizes Inch and Metric Equivalents 300SN003-1

SpliceClass Location

Reinf #3

Other

TopB

15

19

Notes:

2.

3.

#4 #5 #6 #7 #8 #9 #10 #11

37

29

47

36

56

43

81

63

93

72

105

81

118

91

131

101

Other

Top

13

17

25

32

SpliceLocationClass

Reinf #3 #4

54

70

37

48

31

40

62

80

70

91

79

102

87

113

#7#6#5 #8 #9 #10 #11

ACI 318-052006 IBC2007 CBC(All lengths shown are in inches.)

Top reinforcement is horizontal reinforcement located such that more than12 inches of fresh concrete is cast in the member below the splice.When lightweight concrete is used, multiply lap lengths by 1.30.Where clear spacing of bars being spliced is less than 2 bar dia. ORwhere clear cover of bars being spliced is less than 1 bar dia.,multiply lap lengths by 1.50, uno.

4.

Schedule applies to normal weight concrete with uncoated, Grade 60 reinforcingsteel for #4 bars and larger (values for #3 bars based on Grade 40).

1.

Where notes #3 AND #4 occur, multiply lap lengths by 2.00, uno.5.Where Class A lap splice is noted in detail, divide lengths above by 1.30.6.

B

B

#11#10#9#8#5 #6 #7

121

93

109

84

97

75

86

66

43

33

52

40

75

58

#4#3ReinfClass LocationSplice

35

27

18

14

Top

Other

B

#11#10#9#8#5 #6 #7#4ReinfClass LocationSplice

Top

Other 22

29

49

63

33

43

28

36

55

72

63

81

70

91

78

101

#3

15

12

fc' = 3000 psi conc

fc' = 4000 psi conc

REINFORCEMENT LAP SPLICE SCHEDULE

fc' = 3500 psi conc

fc' = 5000 psi conc

300SN002-1

CONCRETE300SN001-1

Structural concrete shall attain 28 day compressive strength as required innote #29. Maximum slump shall not exceed 4 inches.Concrete mix designs shall be prepared by a registered Civil Engineer, reviewed byOwner's testing laboratory and submitted to the Structural Engineer for review.Cementitious materials:Cement shall conform to ASTM C-150 type I or II.Fly ash shall conform to ASTM C-618. Max. quantity of flyash shall be as given inspecs (15% max uno).Concrete aggregates shall conform to ASTM C-33 for normal weight concreteand ASTM C-330 for lightweight concrete.Non-shrink grout or drypack shall consist of a premixed nonmetallic formula.Reinforcing steel shall conform to ASTM A-615 Grade 60 for #4 and larger, andASTM A-615 Grade 40 for #3 and smaller, except reinforcing steel to be weldedshall conform to ASTM A-706. Contractor shall submit rebar mill certificates.All preheating and welding of reinforcing bars shall be done in accordance withAWS D1.4 latest edition and shall be continuously inspected by a qualifiedlaboratory. Contractor shall furnish WPS for all rebar welding to the laboratory.Reinforcing steel shall be fabricated according to "Manual of Standard Practicefor Reinforced Concrete Construction".Wire fabric shall conform to ASTM A-185.Dimensions shown for location of reinforcing are to the face of bars listed anddenote clear coverage. Non-prestressed, cast-in-place concrete coverage shallbe as follows, uno:

Concrete deposited directly against ground (except slabs)--- 3"Concrete exposed to ground or weather but placed in forms:

#5 and smaller---------------------------- 1-1/2"#6 and larger----------------------------- 2"

Beams & Columns (ties)------------------------ 1-1/2"Beams & Columns (main reinforcing)---------------- 2"Cast-In-Place Walls (exterior face & soil side)--------- see aboveCast-In-Place Walls (interior face-#11 & smaller)------- 3/4"Tilt-Up Walls------------------------------- see detailsSlabs (on forms)---------------------------- 3/4"Slabs (on ground)------------------- 2" clear from top uno

Splices in continuous reinforcement shall be lapped uno, see schedule this sheet.Splices in adjacent bars shall be greater than 5'-0" apart. Splice continuousbars in soil-bearing grade beams, structural slabs on grade and mat foundationsas follows uno: top bars at centerline of support; bottom bars at mid-span.Splice continuous bars in elevated slabs and beams, etc. as follows uno: topbars at mid-span; bottom bars at centerline of support. All bars size #14 andlarger shall be continuous for full length shown or spliced with mechanicalcouplers as noted in details. Splices in WWF shall be 1-1/2 meshes wide.The minimum clear spacing between parallel bars in a layer shall not be lessthan the larger of bar diameter, 1", or 33% greater than the maximum aggregatesize (nominal), whichever is greatest. This requirement also applies to theclear spacing between different layers of parallel bars and to the clear distancebetween a contact lap splice and adjacent splices or bars.All hooks shall be standard hooks unless otherwise shown or noted. At walls,provide hooks at ends of all reinforcing at ends, corners and intersections, uno.Construction joints shall be made rough and all laitance removed from thesurface. Concrete may be roughened by chipping the entire surface, sandblasting, or raking the surface to provide 1/4" deep deformations.Remove all debris from forms before casting any concrete.Reinforcing, dowels, bolts, anchors, sleeves, etc. to be embedded in concreteshall be securely positioned before placing concrete.Anchor bolts (AB's) cast in concrete or masonry for wall sill and ledger\applications shall be headed bolts with cut threads conforming to ASTM A307,uno. Refer to "Wood" notes for additional requirements for bolts in contactwith pressure treated or fire retardant material. Refer to 'Structural Steel'note for requirements for anchor rods (AR's) cast in concrete for columnbase plate and steel embed applications.Walls shall be cast in horizontal layers of 2'-0" maximum depth.Concrete in walls, piers or columns shall set at least 2 hours before placingconcrete in beams, spandrels, or slabs supported thereon.Horizontal wall bars in multi-curtain cast in place walls shall be staggered.Dowel all vertical reinforcing in walls and columns from foundation with samesize bar.Consolidate concrete placed in forms by mechanical vibrating equipmentsupplemented by hand-spading, rodding or tamping. Use equipment andprocedures for consolidation of concrete in accordance with the recommendedpractices of ACI 309 to suit the type of concrete and project conditions.Concrete shall not be dropped through reinforcing steel (as in walls) so as tocause segregation of aggregates. In such cases hoppers and chutes or trunksof variable lengths shall be used so that the free unconfined fall of concreteshall not exceed 6 feet.Drill through steel columns, beams and plates to pass continuous reinforcing.No wood spreaders allowed. No wood stakes allowed in areas to be concreted.Additional reinforcing in precast or tilt-up panels required for lifting stressesshall be supplied by Contractor.Provide #5 x 4'-0" diagonal reinforcing at top and bottom of slab at allre-entrant corners typical. This applies to slab on grade, concrete over metaldeck, and elevated structural slab conditions.All saw cutting shall be done after initial set has occurred to avoid tearing ordamage by the saw blade, but before initial shrinkage has occurred.Notify Structural Engineer a minimum of 48 hours before placing any concrete.

CONCRETE STRENGTHS & MIX PROPERTIES: Max Aggr.

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26.

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23.24.25.

16.

17.

18.19.

20.

ItemA. FoundationsB. Slab on gradeC. Columns, beams,

walls, elevated slabsD. NW Conc fill over deckE. Site and miscellaneousF. LW Conc fill over deck

f'c at 28 days3000 psi6000 psi4000 psi

3500 psi2500 psi3000 psi

Size1-1/2"1"1"

3/4"1"3/4"

WeightNWNWNW

NWNWLW

Ratio0.580.350.50

0.520.600.56

Max w/cm*

* w/cm = Water : Cementitious material ratio

DRILLED-IN ANCHORS305SN001-1

Anchors shall be installed in accordance with the requirements given in theICC report.Unless noted otherwise anchors have been designed for special inspection.Provide Special Inspection as indicated in the ICC report.When installing drilled-in anchors in existing concrete or masonry, use care andcaution to avoid cutting or damaging existing reinforcing bars. Do not installanchors in prestressed concrete elements.

For concrete construction, epoxy anchors shall be Hilti HIT-RE 500-SD perESR-2322, Hilti HIT-HY 150 MAX-SD per ESR-3013 or Simpson SET-XP per ESR-2508 for thr'd rod & rebar. Expansion anchors shall be Hilti KB-TZ per ESR-1917or Simpson Strong-Bolt 2 per ESR-3037. Screw anchors shall be Hilti KWIKHUS-EZ (KH-EZ) per ESR-3027 or Simpson Titen HD per ESR-2713.

Anchors installed from the bottom into metal deck with concrete shall beinstalled in the center of the low flute of the decking unless noted otherwisein ICC report. The decking shall have a minimum thickness of 20 gauge.The minimum thickness of the concrete above the high flute of the metal deckshall be as indicated in the ICC report. See ICC report for additionalrequirements, including minimum dimensions for flute width and depth.The inspection of the anchors shall be done by a qualified inspection agencyand a report of the inspection results shall be submitted to the governingagency and Architect/Structural Engineer.

4.

5.

6.

1.

7.

8.

For masonry construction, epoxy anchors shall be Hilti HIT HY 150 MAX perESR-1967 or Simpson SET per ESR-1772 for thrd'd rod & rebar. Expansionanchors shall be Hilti Kwik Bolt 3 (KB3) per ESR-1385 or Simpson Wedge-All perESR-1396. Screw anchors shall be Hilti HUS-H per ESR-2369 or Simpson TitenHD per ESR-1056.

2.

Anchor type, size & embedment shall be indicated in drawings. Post-installedanchors for repair shall be evaluated on a case by case basis. NotifyStructural Engineer for repairs.

3.

POWDER ACTUATED FASTENERS (SHOT PINS)100TN016-1

These notes govern all conditions called out on the plans as 'shot pins' unlessspecifically noted otherwise.All shot pins shall be X-U Universal Knurled Shank Fasteners with shank diameterof 0.157" as manufactured by Hilti Incorporated in accordance with ICC ESR-2269and the current edition of the Hilti 'Product Technical Guide'

Shot pins driven into steel base material shall maintain a minimum edge distanceat all steel elements of 1/2" and minimum fastener spacing shall be 1". Lengthof pin shall be as required to penetrate thru steel member u.n.o. At 3/4" thicksteel, penetration need not exceed 1/2".Shot pins driven into concrete base material shall maintain a minimum edge distanceat all concrete elements of 3" and minimum fastener spacing shall be 4". Pinsshall have 1 1/4" penetration u.n.o. Minimum concrete thickness shall be 3 timesthe penetration depth. Concrete shall attain full design strength prior to installingshot pins.Shot pins driven into 3 1/4" minimum light weight concrete fill over 3"x 20 gaminimum metal deck may be installed from the top or from the bottom in eitherthe high or low flute. Pins installed from the top shall be spaced as noted abovefor typical concrete elements. Pins installed from the bottom in the high flutesshall be installed within 1" of flute center. Pins installed from the bottom in the lowflutes shall be installed within 1" of the flute center and shall be no closer than 1 1/8" tothe edge of the low flute. Pins installed from the bottom shall be spaced no closerthan 5 1/2" parallel to the flutes. Pins shall have 1" penetration into concrete u.n.o.Concrete shall attain full design strength prior to installing shot pins.Shot pins may be driven into 8" nominal minimum thickness fully grouted normal-weight cmu with type S mortar and minimum f'm = 1500 psi at time of installation.Shot pins may be installed into the face shells, horizontal mortar joints or verticallycentered in the the top of grouted cells. Shot pins shall not be installed in verticalmortar joints or within 1" of vertical mortar joints. No more than one shot pin mayoccur in an individual masonry unit cell and must be installed a minimum of 4"from the edge of the wall. Shot pins in mortar joints must be a minimum of 8"from the end of the wall and shall have a minimum spacing of 8".

1.

2.

4.

5.

6.

7.

3. All shot pins shall include P8 steel washers.

The operator, tool, and fastener shall be pre-qualified by the project inspector ofrecord. Shot pin installers shall be certified by Hilti and have a current Hilti issuedoperators license. Shot pin installation shall meet all OSHA requirements.

8.

Shot pins used to attach hanger wires for suspended ceilings shall be testedin accordance with DSA IR 25-2

9.

TYPICAL PREFABRICATED METAL BUILDING NOTES500SN002-1

Design and fabrication shall conform to the 2010 California Building Code (CBC),and the latest editions of AISC "Specifications for the Design, Fabrication, andErection of Structural Steel Buildings", and AISC "Specification for the Designof Cold-Formed Steel Structural Members".Metal Building Manufacturer (MBM) shall be AISC category 'MB' certified.Drawings, calculations and engineering data on structural sections for all componentsshall be submitted to the Architect and/or Structural Engineer for review priorto fabrication. See specifications section 13-34-19 for loading information.Drawings and calculations shall be signed by a Civil Engineer registered in thestate in which the project is located.Building manufacturer shall provide plan drawing showing column locations andanchor bolt locations prior to fabrication. Anchor bolt sizes, numbers, andlocations are to be designed and detailed by MBM. MBM shall furnish requiredanchor bolts and setting templates.Contractor shall verify all dimensions with Architectural drawings and MBM columnlayout prior to foundation construction.All hardware required for connecting building components shall be designed,detailed and provided by building manufacturer.Contractor shall provide temporary erection bracing as required.Building designer shall account for the weight of all mechanical equipment in thedesign of all building components which support such units.Foundation design is based on preliminary evaluation of metal building reactions.Final building reactions are to be submitted to the Structural Engineer forvalidation of foundations prior to construction.

1.

2.3.

4.

5.

6.

7.

8.9.

10.

Structural Engineers, Inc.Buehler & Buehler

tel 916.443.0303 fax 916.443.0313600 Q Street, Suite 200, Sacramento, CA 95811

Sacramento . Phoenix . San Francisco . Los Angeles

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T E O F C A L I F O R NI A

STRUCTURAL

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A ISSUED FOR PEMB PRICING 10-30-15

PRE-ENGINEERED METAL BUILDING (PEMB)CRITERIA DRAWINGS FOR:

SAN LEANDRO, CALIFORNIA

2615 DAVIS STREET

WASTE MANAGEMENT

SAN LEANDROINTEGRATED WASTE PROCESSING

FACILITY (IWPF) & ADMINISTRATIVE

OFFICE BUILDING

ET Environmental Corporation, LLC7945 SW Mohawk Street

Tualatin, Oregon 97062-9193PH 503-885-8800 FAX 503-885-8810

GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :

approved for the architect by :

approved for the owner by :

sheet no. :

12405.00

LJS

LJS

issue : description : date :

www.rmw.comFax 916.449.1414Tel 916.449.1400

Sacramento, CA 95811

1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

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S1.1

General Notes

End Hooks & Bends

Ties & Stirrups

90° 45°

180°

135°D

D

4d

2 1/2" min

12d

d

90°6

d3"m

in

DD

DD

6d

fo

r #

5 a

nd

sm

alle

r12

d f

or

#6

, 7

, a

nd

8

Minimum Bend DiameterD=6d for #3 thru #8D=8d for #9 thru #11D=10d for #14 thru #18

Note: All hooks shall be 90° or 180° standard hooks unless otherwise shown or noted.

300SD001-12

Standard RebarHooks and Bends

Minimum Bend DiameterD=4d for #3 thru #5D=6d for #6 thru #8

d

1st pour 2nd pour

laptyp uno

2x6 bev keyfull width at12'' max verticalspacing & 6" edgedistance

typ longitreinf

vert reinfwhere occurs

2"

foo

tin

gs

tem

wa

ll

cu

rbw

he

reo

cc

urs

2"

Option: Use metal K-lathin lieu of keys for full depthof foundation at unexposedfoundations only.

add tie orvertical easide of joint

typ

1"

200SD012-24

Typical Foundation

Construction Joint

Double Layer Bars

Single Layer Bars

corner bars may be usedin lieu of single bend

lapstd 90° hook

std hk90°

typ at splice

See concrete notesfor addl requirements

lap

lap

std

90

° h

oo

k

lap

lap

std 90° hook std 90° hook

std

90

° h

oo

k

std 90° hook

Note: Provide std hook at ends of allinterior rebar - typical

Note:

200SD011-32

Corner Reinforcing atConcrete Ftgs

std hk90°

2'-0"

9"min

2'-0"min

D

D/3

D/3

D/3

3"

min

6"

min 2'-

0"

ma

x

as

dir

ec

ted

by

So

ils E

ng

ine

er

9"

pipe

caulk wherenecessary

lean-mixconc fill

all horiz pipes to clearsleeve by 1'' all around.wrap risers w/bldg paperas req'd to prevent bond

utility pipes to belocated in middle1/3 of ftg

min trench

no digging fortrench parallelto footing belowthese lines

roughen to1/4'' amplitudeas necessary

see note@ right

@ rightsee note

multiple utility pipeswhere occur, showndashed. See notes.

utility pipe riserin ftg, where occurs,see note below

No

te:

ste

p f

oo

tin

g d

ow

nto

ma

inta

in p

ipe

in

mid

dle

1/3

of

tota

ld

ep

th o

f fo

oti

ng

acceptance of the Soils Engineer.

if spaced as noted above.

center with a minimum of 3" of concrete between.

original footing depth.

require lean-mix concrete encasement subject tothan 2'-0" below bottom of footings do not

9. Utility pipes perpendicular to footings and more

above shall be reviewed on a case-by-case basis.10. Conditions not conforming to the parameters noted

1. Reinforcing shall not be interrupted, cut ordisplaced by placement of utility pipe.

the footing width. Multiple risers may occur

8. Utility pipes risers may occur in continuous wallfootings provided they are no larger than (footingwidth/6) and occur w/in the middle 1/2 of

spaced a minimum of 4 pipe/conduit diameters oninstalled as shown above, provided they are

7. Multiple utility pipes (two or more) may be

6. Utility pipes are not allowed parallel in footing.

or within 2 to 1 bearing zone around spread footing.

pipe w/ 1" Styrofoam insulation in lieu of sleeve.5. If pipe is in place prior to casting concrete, wrap

4. No pipes shall be placed below spread ftgs

3. Step ftg if pipe occurs in lower third of

2. Lean mix concrete fill to be placed before ftg is cast (mono-pour ftg conc optional). Make same width as ftg and full width of pipe trench.

Notes:

200SD003-32

Concrete Footings at

Utility Pipes

sleeve

21

rebar

rebar

steel K perdetails,2/3d min, typ

Notes:

1. Reinforcing to be welded, except ASTM A706, shall conform tothe material property requirements of ANSI/AWS D1.4, newestedition.

2. All preheating and welding shall be done in accordance withANSI/AWS D1.4, newest edition.

3. All welding shall be continuously inspected by a qualified laboratory.

d

e

e

e = min throat = .2d min

e

1/8"min

300SD002-32

Rebar Welding

6d

see atleft forsize

(n) footingper plan

longitudinalbars persections

transverse barsper sections

longit bars drilled & groutedper schedule. If dowels, lapw/ main bars 56d

(e) footing

shear key belowas occurs

Elevation

6"

300SD004-16

Detail

Grouted Rebar Schedule

Bar

Size

Hole

Dia

Embed

LengthTension Test Load

#3 5/8" 3" 3,300#

#4 3/4'' 6" 8,400#

#5 7/8'' 10" 13,000#

#6 1" 14" 18,500#

#7 1 1/4'' 20" 25,000#

#8 1 3/8'' 30" 33,000#

#9 1 1/2'' 38" 42,000#

Notes:

All grout shall be non-shrink, non-metallic, non-epoxy

with 7 day compressive strength of 5000 psi.

300SD003-1

#4 cont t&b

#3 @ 18"ccstd hk

va

rie

s

optional CJ,roughen to1/4'' amplitude

va

rie

ss

ee

Arc

h'l

(8"

ma

x)

310SD006-12

Curb at Slab on Grade

.

see plan forsubgrade

see Arch'l(6" uno,8" max)

slab on gradeper plan

#5cont

#3 hairpinsto matchreinfspacing

Walls Terminating w/o Slab Walls Terminating at Slab

#5 contmin

alternate hooks

dowels tomatch vertsw/ std hook

135

°ty

p

elevated concslab, reinf notshown for clarity

2"

0"

clr

typ

min

2"

clr

320SD001-16

Reinforcing at Top of Wall

sc

he

du

le,

typ

lap

sp

lice

pe

r

optional CJ, roughento 1/4" amplitude min

std hook on verts,dowels w/ std hookmay be used in lieuof std hook on vertsat Contractor's option

Double Layer of Reinforcing Single Layer of Reinforcing

std hook(12" min)

lap splicewhere occursper

std

ho

ok

(12"

min

)

lap

lap

std hook(12" min)

std hook(12" min)

std

ho

ok

(12"

min

)

2-add'l verts tomatch wall reinf(#4 vert min), typ

add'l vert tomatch wall reinf(#4 vert min), typ

2-add'lverts

Note:1. See 'Concrete' notes for add'l requirements.

2. At contractor's option, corner bars may be usedin lieu of hooked horiz bars.

320SD002-32

Concrete Wall Corner Reinforcing

std hook(12" min)

300SN002std hook

(12" min)

lap splicewhere occursper

300SN002

lap splice

Corner Option 1 Corner Option 22-add'lverts

add'lverts

add'lvert

lap spliceper

300SN002

waterproofingper Arch'l PVC waterstop

CJ, roughenjoint to 1/4"amplitude min

320SD004-12

Waterstop at ConstructionJoint in Wall

.

320SD003

CJ

conc retaining/basement wallper plan

Opening ReinforcingIn Concrete Walls

where 2'-0" extensioncannot be attained,extend as far aspossible and usestd hook

#4x4'-0" diagea corner

2'-0"

#3 U-bar at eahoriz or vert bar.Alternatively, hookhoriz & verts

jam

b b

ars

pe

r ele

v

2"clr

2" clr tohairpins,typ

16"

6'-0"

max uno typ

320SD007-32

2-#5 horiz t&b

Section

2-#5 verts ea side,ftg dowels to match

Elevation

extend duct opngtrim bars or add 2-#5

add 2-#5x3'-0" between andoutside of sleeves

Note: No added reinf req'd for single pipe sleeves< 5"Ø and > 12" away from opngs.

std hook where2'-6" extensioncannot beobtained

ductopng

min min min

add 2-#5

pipesleeve(10"Ø max),max 3 pergroup

6" 2'-6"6"6"

320SD006-12

Pipe Sleeves Through Wall

Partial Elevation

2" min

clr typ

5'-0" minto next group

.

320SD002

jamb steel




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

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S1.2

Typical ConcreteDetails

S1.2S1.2S1.2S1.2

1111

S1.2S1.2S1.2S1.2

5555

S1.2S1.2S1.2S1.2

3333

S1.2S1.2S1.2S1.2

4444S1.2S1.2S1.2S1.2

2222

S1.2S1.2S1.2S1.2

6666

S1.2S1.2S1.2S1.2

AAAA

S1.2S1.2S1.2S1.2

7777

S1.2S1.2S1.2S1.2

99999999

S1.2S1.2S1.2S1.2

10101010

S1.2S1.2S1.2S1.2

8888

S1.2S1.2S1.2S1.2

11111111

S1.2S1.2S1.2S1.2

12121212

275SD001-24

provide temporaryshoring until slababove has cured

HSS rail supportcol beyond

#5 conttyp

24" bend

8" conc wall w/#5 @ 12''cc ea waytyp

#5 @ 12"ccea way topand bottom

Note: verify dimensions with elevator manufacturer

clrtyp

verify w/ elev mfr

2"

clr

3"

clr

90° stdhook typ

2-#6x5'-0" eaway at piston

door guideangle permfr

sump pitsee

2"

1'-6

"

equalequal

Detail

551SD001

275SD002

or 551SD002

#4x5'-0"ea sidecenteredon sump

grating, seeplumbing

se

ep

lum

bin

gd

wg

s(2

4"

ma

x)

see plumbingdwgs

3-#4 eaway

12" 12"

2'-0" sq max

6"

6"6"

275SD002-12

Sump Basin Detail

see plans forslab section &sub gradeprofile

Note:See Arch'l dwgs for tread& riser dimensions, inserts,topping, special finishes,handrails, etc.

subgradeper plan

#4 nosingbar, typ

#5 t&b

#4 @ 18"cc EW

Steps on grade

see Arch'l dwgs 2'-0"

se

e A

rch

'l d

wg

s

3"

6"

310SD087-12



1' - 0"2' - 0"

1' -

0"

clr 3"

EQ EQ

#4@18"cc

18"

319SD011-96

Mech'l Equipment Mat

(n) 12" conc mat w/#5 t&b @ 12''cc EW,std hook on topbars at perimeter

J mech'l

unit support

FC

Jmat

unit support

J mech'l

unit support

J mech'l

unit support

J mech'l

FC6" verify

3'-0"

int ftg

2'-0"

ext ftg typ

12"

typ

un

it s

up

po

rt

J m

ec

h'l

J m

ec

h'l

un

it s

up

po

rt

FC

FC

verify

2'-0"2'-0"

ve

rify

2'-

0"

2'-

0"

319SD012

typ319SD013

Plan

330SD100-24

1"

clr

1" c

lr top barssee plan

bottom barsee plan

standard 90°hook inclineas reqd

J wall

J col beyond

(0.28L min)

(0.28L min) (0.28L min)

typ

typ

typ

see plan

typ

typ

Note: Added barsshall be distrubutedin 48" width overcolumn


beam whereoccurs

conc walltyp exterior

bottom barsee plan

top barsee plan

(0.37L) staggeredtyp

(0.24L) (0.37L)

top bars seeplan

alternate topbars slab

- typ

drop panel- typ

sq coltyp interior

typ

J col

Middle Strip

Column Strip

Designer Note:Verify clearance withfire rating of slab

class Alap splice

lap spliceclass A

J wall

see plan

see plan

see plan

equalequal

1'-6"see plan

see plan

6"

6"

1" c

lr

1" c

lr

Reinforcing Details for Two Way Flat Slabs330SD101-24

3/4

" c

lr

3/4

" c

lr

top barssee plan

bottom barsee plan


J column

J col beyond

(0.28L min)

(0.28L min) (0.28L min)

typ

typ

typ

see plan(0.24L)(3'-3" min)

typ

typ

Note:Added barswhere occursshall be distrubutedin 48" width overcolumn

standard 90°hook - inclineas reqd

beam whereoccurs

columnper plan

bottom barsee plan

top barsee plan

(0.37L)

top bars seeplan

alternate topbars slab per plan

col per plantyp interior

typ

J colJ column

Middle Strip

Column Strip

3/4

" c

lr

'L' - see plan

'L' - see plan

2 bottom bars min. topass within col core

standard 90°hook on 2 barsthru col

columnbeyond

class Alap splice

3/4

" c

lr

class Alap splice

see plan1'-0"staggeredtyp

see plan(0.37L)

6"

see plan

equal equal

6"

Reinforcing Details for Two Way Flat Slabsty

p

1-#4 t&btrim barstyp

1-#4x t&b typ

1-#4x4'-0" at eachlayer of reinf diagonals

90° std hook

24

"

se

e p

lan

330SD008-12

Slab Re-Entrant Corner

provide addlcont reinfea side toreplacereinf cut atopening

typical trimreinf at openingsin concrete slabs

#5x5'-0"diag at eacorner for eareinforcingmat

2-#5 ea side,typ

Note:For openings in slab < 12" provide #4x3'-0"around opening

max uno

typ

2'-

6"

min

OPEN

(12" to 2'-6" max)

2'-6"

330SD002-16

Slab OpeningReinforcing




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

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S1.3


S1.3S1.3S1.3S1.3

7777

S1.3S1.3S1.3S1.3

8888

S1.3S1.3S1.3S1.3

5555

S1.3S1.3S1.3S1.3

6666

S1.3S1.3S1.3S1.3

1111

S1.3S1.3S1.3S1.3

2222

S1.3S1.3S1.3S1.3

4444

S1.3S1.3S1.3S1.3

3333

276SD001-24

FC J colbeyond

provide 3" minconcrete coverat col beyond

perforated drainw/ gravel backfill

8" concrete wallw/ #5 @ 12"ccea way at J wall

ramp slabsee Arch'l

ftg padbeyondsee plan

eq 8" eq

12"

conc slabsee

CJ

10"

8- verts w/90° std hookat ftg

2"clr

#4 ties @6"cc w/ addl2-#4 ties @2"cc t&b

Plan at Column

Loading dock wall

Section

276SD003

-

-

3-#5 long

#5 @ 16"cc

bumper per Arch'l


-270SD001

eq6"

12"

10"

eq2-#5cont

12" bend-typ

#4 @ 18"cc

ramp slabsee Arch'l

6" conc wallw/ #5 @ 12"ccea way

va

rie

s(3

'-6

" m

ax

)6

"

2"clr

FC

guardrailsee Arch

elev varies

min

perforated drainw/ gravelbackfill

Note:pour slab priorto backfilling wall

Retaining wall at dock

2-#4 cont

276SD002-24

Section

270SD001

276SD003-24

FCverify w/ leveler mfr

FC

8"

#4 @ 16"cc

optional CJ

#4 verts @ 12"cc@ J wall w/std hooks

conc beyond

#5 @ 12"ccw/ 24" bend

6" aggregatebase

8" concretewall, see

galv. L3x3x 3/8" edge anglew/ 1/2"øx4" studs @ 12"cc- verify w/ mfr requirements

12"

12"

1'-6

"

ramp slabsee Arch'l

2'-6"

12"

CJ 8" conc slab w/#4 @ 12"cc EWat J slab

slope 1/8"/ft

Dock leveler

Section

-

276SD001

revealtyp


#4 cont

verify w/ leveler mfr

FC

8"

8" conc slab#4 @ 12"cc EWat J slab

12"

1'-6

"

12"

8"

FC

va

rie

s


Dock leveler276SD004-24

Section

276SD003

see

280SD002-24

Edge Frame Column

see plan

se

e p

lan

pla

n

se

e+

0'-

0"

FF

280SD003 280SD004

frame col by metal bldg mfr

metal panel & girt bymetal bldg mfr

slab on grade per plan

3"

clr footing reinf per plan

#5 cont thru ftg t&b

F1554 Gr. 36 headedanchor rods w/ dbl nuts &3"[x3/8" K washer,embed 3" clr from bott offtg. Diameter andlocation by metal bldg mfr

#4 dowels @ 24"cc30"

cont ftg beyond

exterior flatworkby others

FC

J AB group

PLAN

1'-0" min

min

4 d

ia

min

4 diamfr dwgssee bldg

280SD001-24

Slab Edge Section

3"

clr

.

+0'-0"FF

exterior flatworkby others

plan

see

mtl panel & girtsby mtl bldg mfr

col bynd by mtl bldg mfr

.


ftg beyondper plan

cont

cont

optional CJ

..

280SD003-24

J bolt pattern& J ftg

12"

12" cont t&b

Edge Frame Column Plan

J b

olt

pa

tte

rn a

nd

J f

tg

anchor boltssee

#5 hairpinlap to tiereinf

vert(4 total)

ties @ cc w/3 ties @ 2"cc@ top

8"

conc slab ongrade see plan

EQ

EQ

280SD002

3" clr

EQ EQ

conttie reinf

Note : Orienthairpin on a45° angle @corners, typ

280SD004-24

J bolt pattern& J ftg

12"

12"

#5 cont t&b

Edge Frame & Portal FrameColumn Plan

J b

olt

pa

tte

rn a

nd

J f

tg

anchor boltssee

#5 hairpinlap to tiereinf

2-#6 vert(4 total) typ

8"

conc slab ongrade see plan

EQ

EQ

280SD002

3" clr

EQ EQ

#5 barea dir.4

'-0

" #4 ties @ 8"ccw/ 3 ties @2"cc @ top, typ

conttie reinf

280SD005-8

Shear Thrust Angle

1' -

0"

1 1/

2"

min

1 1/

2"

min

to h

air

pin

2"

clr

column & base K perapproved metalbldg drawings

nut

notch L as req'dto pass hairpin

Note: Double anchor bolt paircondition. Provide add'l anglesas req'd for other conditions.

L3x3x1/2"x1'-0"holes to matchbase K

stair stringers by stair mfr.See Arch for shape & configHSS12x2x3/16" min or Í12x20.7min. No flat K stringerspermitted

#4t&b

thickened slabftg. Extend 1'-6"min beyond staireach side

18"min

slab ongradeper plan

3/16" min endand brng K

conn bystair mfr (*)

concrete filledpan treads bystair mfr (2" min)

(*) Connection to accommodate interstory drift

12"

min

Typical Stair Stringer toSlab-On-Grade Detail550SD001-12

3/16" min endand cap K typ

L beamper plan

metal deckw/ conc fill

Pc stair stringeras reqd

shear K by stairmfr 3/8" min

stair stringers by stairmfr. See Arch forshape and configHSS12x2x3/16" min or Í2x20.7min. No flat K stringerspermitted

concrete filledpan treads bystair mfr (2" min)

Typical Stair Stringerto Floor Detail550SD002-12

weld perstair mfr3/16" min

weld perstair mfr3/16" min




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

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S1.4


S1.4S1.4S1.4S1.4

1111

S1.4S1.4S1.4S1.4

2222

S1.4S1.4S1.4S1.4

3333

S1.4S1.4S1.4S1.4

4444

S1.4S1.4S1.4S1.4

6666

S1.4S1.4S1.4S1.4

5555S1.4S1.4S1.4S1.4

7777

S1.4S1.4S1.4S1.4

8888

S1.4S1.4S1.4S1.4

9999

S1.4S1.4S1.4S1.4

10101010

S1.4S1.4S1.4S1.4

11111111

Typical Pile Cap Notes

1. All pile caps to have top curtain of #6 @ 12"cc min EW, 3" clear from top of pilecap, typ. uno.

2. Contractor and job inspector shall notify Structural Engineer of any pile not installed in its proper location as shown on drawings, so that corrective measures may be taken if required. Piles not installed within tolerances per specifications, shall be corrected, as required, at no cost to owner.

3. Where wall pours across the top or into the sideof pile caps, provide dowels from pile cap same sizeand spacing as wall reinforcing. Project dowels 48 bardiameters minimum above pile cap.

4. Bottom mat reinforcing at pile caps to be 8" clearfrom bottom of cap w/ 180° standard hooks ea. end.Place longitudinal bars on bottom uno.

5. Minimum compressive strength of pile cap concrete isto be f'c = 5000 psi @ 28 days. See specs for type G concrete.

6. See for typical pile cap detail.

7. All pile caps shall be poured against undisturbednative soil or engineered fill per soils report.

8. No dobies allowed on top of piles.

5

S6.01

1' - 2"

typ

2"

clr

1' -

2"

"le

ng

th o

f p

ay

me

nt"

TB

D (

es

tim

ate

d)

1"

5 @

1"c

cre

inf

du

cti

le s

pir

al

W4

@ 3

" p

itc

h

5 @

1"c

c

1"

120

% F

lex

ura

l Le

ng

thre

ma

ind

er

18" typ

4'

- 3

" m

in

fro

m t

.o.

ca

p m

ax

3'

- 0

" m

in o

r 2"

clr

ýb

ott

om

of

pile

ca

p

t.o

. p

ile

tip elevation variestypical for estimating onlyActual depth to be field determinedby geotechnical engineer

#8 dowel typ @ J

..5

'- 0

"

TB

Db

ott

om

of

pile

ca

p

.T

BD

P.I

Pinned Pile Moment Diagram

point of fixity

M+

TBD in-kips

6"

ý5

'-0

"

dense gravel

TBD datumfor estimating

Prestressed Concrete Pile Notes:

1. This is a design/build element. Design criteria herein are based on theuse of 14"[ prestressed concrete piles. The pile length is expectedto be as noted. Actual length is subject to field verification by theGeotechnical Engineer.

2. Pile Requirements:

Use 1/2"ø ASTM 416-68 gr.270"lowlax" strands; f' = 268,000 psiA = 0.153 sq in

Initial tension: 28,900 #/strandEffect: Prestress: 960 p.s.l.

Concrete strength:f'c = 4,000 p.s.i. @ transferf'c = 6,000 p.s.i @ 28 days

3. Pile Design Criteria (CBC 1605.3.2)

Typical Piles

DL = 90k (D)DL+LL = 110k (D+L)DL+LL+Seismic = 146k (D+L+0.7E) or (D+L+0.6W)Uplift = 73k (0.6D-0.7E) or (0.6D-0.6W)Lateral = TBDk (0.7E)Ultimate = TBDkFlexural length includes 10 feet for maximum cutoff

High Load Piles

DL = 120k (D)DL+LL = 150k (D+L)DL+LL+Seismic = 204k (D+L+0.7E) or (D+L+0.6W)Uplift = 100k (0.6D-0.7E) or (0.6D-0.6W)Lateral = TBDk (0.7E)Ultimate = TBDkFlexural length includes 10 feet for maximum cutoff

4. Pile Design Criteria: (CBC 1605.2 & ASCE7 12.4.2.3Combine axial load & bending:a) 1.4Db) 1.2D+1.6L+0.5Lrc) 1.2D+1.6Lr+f L f = per CBC 1605.2d) (1.2+.2S )D + f L + Ee) (0.9-.2S )D - E @ tension piles

Pile manufacturer is to provide pile design calculations signed bya registered Professional Engineer in the state of California.Provide additional mild reinforcing as required to provide requiredcapacity. Spirals shown are a minimum and subject to manufacturer'sdesign.

5. Placement of piles shall conform to the soils report # bydated with continuous observation by a representative of that firm.Final pile depths to be determined in the field by the GeotechnicalEngineer.

6. Pile extension detail, if required, to be submitted to and approvedby Structural Engineer.

7. Provide driving follower to protect steel and strand extendedfrom pile.

8. Construction tolerance on placement of piles is 3" horizontally in anydirection and vertical alignment of no more than 2% out of plumb. Surveyall piles to verify tolerance.

s

1 1DS

DS

fle

xu

ral l

en

gth

14"[ Prestressed Concrete Pile221SD001

bottom reinf per pilecapdetails w/ 180° std hookea end, ea way typ

se

e p

ilec

ap

de

tail

for

thic

kn

es

s

columnper plan

8"

clr

#6 @ 12"cc EWtop, typ unofor tensionpile

3"

clr

6"

t.o

.

pile

pile cap perplan, seespecific pilecap details forsize & reinf

typ

un

o

conc slabon gradeper plan

see plantof

see plan

toc

se

ep

lan

Z-bars @perimeterof pile cap

2'-6"

1'-6

"m

in

piles per

Plan @ EdgePlan

#5 Z-bars@ 8"cc

columnper plan

pile cap

conc wall

pile cap

columnper plan

#5 Z-bars@ 12"cc

tie/grade bm reinforcing persections to terminate atblockout w/ std hook, typ

Ties to engage topmat of pile cap reinf.See tie/grade beamsections for tie sizeand spacing

stdhk

223SN001 221SD001

or

Typical Pile Cap Detail220SD001

J col

J c

ol

3'-0" thick

6-#9 ea waybottom

columnper plan

pile per

4'

- 6

"

4' - 6"

2' - 3" 2' - 3"

2'

- 3

"2'

- 3

"

1

clr

3"

One Pile Cap221SD002

1

S1.5

J c

ol

J col

4'-0" thick columnper plan

piles per

4'

- 6

"

7' - 9"

2' - 3" 2' - 3"

2

1' - 7 1/2" 1' - 7 1/2"

8-#4

6-#

11 b

ott

om

typ3" clr

2'

- 3

"2'

- 3

"

Two Pile Cap221SD003

1

S1.5

J c

ol

J col

piles per

4'-0" thick

5-#11 bottom3 ways, centeredover piles

#5 bottom easide of cap

rectangular cap@ contractor'soption

J columnper plan

ý

3

ýý

ýý

ý

ý ý ý

ý

ý

columnper plan

221SD001

Three Pile Cap221SD004

3"

clrtyp

2'-3" 2'-3"1'-10"1'-10"

1'-3 1/2" 1'-3 1/2"

2'-

3"

1'-1

"2'-

3"

2'-

1"

7'-

8"

ý2'-

10"

ý8'-2"




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

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S1.5

Typical Pile Details

S1.5S1.5S1.5S1.5

2222

S1.5S1.5S1.5S1.5

1111

S1.5S1.5S1.5S1.5

3333

S1.5S1.5S1.5S1.5

4444

S1.5S1.5S1.5S1.5

5555

S1.5S1.5S1.5S1.5

6666

772 S.F. = B OCC.SEE CBC SEC 304EDUCATION ABOVE 12THGRADE

494 S.F. = B OCC.CBC 2013 SECTION303.1.1.2.2

251 S.F. = B OCC.CBC 2013 SECTION303.1.2.1

POWER UNITSUBMERSIBLE

38" W. X 32 3/8" HMICROPROCESSOR CONTROL

SCHINDLERHYDRAULIC ELEVATORHOLELESS FRONTMOUNTED JACK2500 LBS

PPE

PPE

OFFICE

BREAK

ROOM

MEN'S

RESTROOM

MEN'S

SHOWER

STORAGERECEPTION

RESTROOM

FIRE

RISER

CONFERENCELOBBYSTAIR

OFFICE

TRAINING

ROOM

WOMEN'S

RESTROOM

ELECTRICAL RM.

ELEV

MACH RM

ELEV

WOMEN'S

SHOWER

HALLWAY

UPS

SWITCH GEAR

ELECT

TRANS.

JAN.

REF

VEND

VEND

D.W.

SW

ITC

H G

EA

R

A.1

A.1 A

A

A.2

A.2

J

J

K

K

L

L

M

M

N

N

P

P

Q

Q

R

R

S

S

T

T

U

U

V

V

W.1

W.1

W

W

X

X

Y

Y

Z

Z

1 1

1.8 1.8

3.6

4.5 4.5

5.1

8 8

5.8 5.8

34' - 0" 26' - 0" 26' - 0" 26' - 0" 26' - 0" 29' - 0" 29' - 0" 29' - 0" 29' - 0" 29' - 0" 29' - 0" 29' - 0" 29' - 0" 26' - 2" 31' - 2" 35' - 4 1/4"

370' - 0" 92' - 8 1/4"

180

' -

0"

6.6 6.6

3.5 3.5

7.2 7.2

.

.

frame frame

(n) concretainingwall

frame frame

Admin BuildingElev +0'-0"

frame frame frame frameJ col (e) bldg

2' - 3 1/2"

brace col tojack girder abv

grade beams@ perimeter -typ

J col

2' - 3 1/2"

face of admin

10 1/2"

Truck DockElev -4'-0"

concretescreen wall

exterior stair -see notes


exterior slabpile supported


Main FloorElev +0'-0" = 32.00

pile supported reinforcedconcrete slab - typ

Roll Off PitElev -4'-0"

brace colto jackgirder abv

4' - 0"


Bailer PitElev -4'-0"

Bailer PitElev -8'-0"

Bale StorageElev +0'-0"

A

S3.1

B

S3.1

C

S3.1

D

S3.1

A

S3.2

B

S3.2

C

S3.2

D

S3.2

E

S3.2

F

S3.2

2.9 2.9

27

' -

4 3

/4"

19'

- 7

1/4

"27

' -

0"

24

' -

0"

18'

- 6

"24

' -

6"

24

' -

0"

15'

- 0

"

72'

- 7

1/4

"27

' -

5 1/2

"21'

- 4

"4

3'

- 7

1/4

"

X.1

SSI Equip PitElev -10'-0"

pile supported truck slab

gradesupportedtransitionslab

pilesupportedtruck slab

25' - 3 1/2" 7' - 0 3/4" 24' - 1 1/4" 35' - 4 1/4"

91' - 9 3/4"

180

' -

0"

165

' -

0"

15'

- 0

"

27

' -

0"

24

' -

0"

18'

- 6

"24

' -

6"

27

' -

4 3

/4"

19'

- 7

1/4

"24

' -

0"

15'

- 0

"

Foundation Plan NotesFrame locations for N-S lateral loads shown on these plans are schematic fordesign intent. Final frame locations & configuration are to be determined by thePEMB desginer with the approval of the Architect.

Foundation design and design of anchor bolts and embedments shall be done by theSEOR based on loads provided by the PEMB designer

Anchor bolts are to be provided by the General Contractor. Anchors are to besecurely and accurately placed in forms. Erection drawings and templates for settinganchor bolts are to be provided by the PEMB designer. Prior to placing foundationconcrete, locations of anchor bolts are to be verified by a registered Civil Engineer orlicensed Surveyor engaged by the General Contractor. The party providing the surveyshall submit written verification that the installation is in accordance with the ContractDocuments and the anchor setting plan provided by the PEMB designer.

1.

2.

3.

1.

2.3.

4.

5.

6.

7.

8.9.

10. Foundation design is based on preliminary evaluation of metal building reactions.Final building reactions are to be submitted to the Structural Engineer for validationof foundations prior to construction.

Building designer shall account for the weight of all mechanical equipmentin the design of all building components which support such units.

Contractor shall provide temporary erection bracing as required.

All hardware required for connecting building components shall be designed,detailed and provided by building manufacturer.

Contractor shall verify all dimensions with Architectural drawings and MBMcolumn layout prior to foundation construction.

Building manufacturer shall provide plan drawing showing column locations andanchor bolt locations prior to fabrication. Anchor bolt sizes, numbers, andlocations are to be designed and detailed by MBM. MBM shall furnish requiredanchor bolts setting templates for setting of anchor bolts by General Contractor.

Drawings and calculations shall be signed by a Civil Engineer registered in thestate in which the project is located.

Drawings, calculations and engineering data on structural sections for allcomponents shall be submitted to the Architect and/or Structural Engineer forreview prior to fabrication. See specifications section 13-34-19 for loadinginformation.

Metal Building Manufacturer (MBM) shall be AISC category 'MB' certified.

Design and fabrication shall conform to the 2013 California Building Code (CBC),and the latest editions of AISC "Specifications for the Design, Fabrication, andErection of Structural Steel Buildings", and AISC "Specification for the Design ofCold-Formed Steel Structural Members".

TYPICAL PREFABRICATED METAL BUILDING NOTES

DL = Building Component Dead Load

CDL = Collateral Dead Load

LL = Live Load

IWPF Building

DL

CDL

LL

Roof

AdminBuilding

DL

CDL

LL

Roof

DL

CDL

LL

Floor

Auxiliary

per MBM

14 psf (8 psf+6 psf for photovoltaic panels)

20 psf (reducible)

per MBM

10 psf

20 psf (reducible) roof load

a. Roof Units and Monitor per plans

per MBM

10 psf

85 psf Office Areas

100 psf Corridors and Exitways

Partitions 15 psf Office Areas

PRE-ENGINEERED METAL BUILDING (PEMB) DESIGN LOADS PRE-ENGINEERED METAL BUILDING (PEMB) DESIGN NOTES

See specifications for additions requirements for thedesign of Pre-engineered Metal Buildings

Auxiliary a. Point Loads for stairs, see notes

for preliminary loads.

Collateral dead load and Auxiliary loads are preliminaryestimates to be verified in magnitude and location by thePEMB designer during final design.

b. Elevator Guiderail Supports,see notes for preliminary loads

A partition weight of 5 psf in to be included in theseismic weight for building seismic design for AdminBldg floor & Roof.

1.

2.

3.

4.

5.

6.

b. Elevator Guiderail Supports

Floor design shall be designed to limit floor vibrations.The floor system shall be considered satisfied if thepeak acceleration, ap, due to walking excitation doesnot exceed .05% of gravitiy, g.

Admin Building Stairs - design of stairs is not by PEMBsupplier. PEMB designer shall provide for the support ofthe stairs at the second floor. Assume the followingweights: a. DL = 35 psf (concrete filled pan treads, steel

stringers)b. Live load = 100 psfc. Seismic load = 8500 lbs lateral (1.0E)

Admin Building Elevators - design of elevators is not byPEMB supplier. PEMB designer shall provide for thelataral bracing of the elevator rails between the roof andsecond floor and between the 1st and second floor.Assume the following: a. Vertical tube steel supports behind each rail.

Assume (4 tubes) total.

b. Lateral force H = 1500 lbs any direction at any height

c. Limit deflection of tube supports to 1/4"




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

:51:2

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S2.1

Foundation Plan

1/16" = 1'-0"Foundation Plan

A

A

A.2

A.2

J

J

K

K

L

L

M

M

N

N

P

P

Q

Q

R

R

S

S

T

T

U

U

V

V

W.1

W.1

W

W

X

X

Y

Y

Z

Z

1 1

1.8 1.8

3.6

3.6

4.5 4.5

5.1

5.1

8 8

5.8 5.8

6.6 6.6

5.5

5.5

3.5 3.5

7.2 7.2

A

S3.1

A

S3.2

B

S3.2

C

S3.2

D

S3.1

B

S3.1

D

S3.2

F

S3.2

E

S3.2

C

S3.1

frame frame frame frame

frame frame frameframe

(e) IWPF

seismic joint (n) IWPF bldg

IWPF bldg

seismic joint admin bldg

exterior stair -see notes

L bm frmg @bldg perimeter

frame

frame

down

Concrete over metaldeck - see notes

L bm or steel joistsfloor support atinterior framing

girder

fra

me

fra

me

low roof canopy w/cantilever bm support

interior stair -see notes

elevator -see notes

frameframe

Mezzanine /Catwalk byMBM

2.9 2.9

X.1

fra

me

fra

me

fra

me

(b)

(b)

(b)

(b)

Floor Framing Plan Notes

See notes on sheet S2.1 for Metal Building Notes and Loading.1.

2. Floor deck shall be 2" metal deck with 3 1/2ļ" NW concrete fill or an alternate deckthat satisfies the design loading criteria and provides a minimum 1 hr fire ratings.




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

:51:2

4 P

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S2.2

2nd Floor FramingPlan

1/16" = 1'-0"2nd Floor Framing Plan

ROOF MONITORS

dia

ph

rag

m s

tru

ts

Z p

url

ins

@ ±

5'-

0"c

c

A.1

A.1 A

A

A.2

A.2

J

J

K

K

L

L

M

M

N

N

P

P

Q

Q

R

R

S

S

T

T

U

U

V

V

W.1

W.1

W

W

X

X

Y

Y

Z

Z

1 1

1.8 1.8

3.6

4.5 4.5

5.1

8 8

5.8 5.8

6.6 6.6

5.5

3.5 3.5

7.2 7.2

A

S3.2

B

S3.2

C

S3.2

D

S3.2

D

S3.1

A

S3.1

B

S3.1

F

S3.2

E

S3.2

C

S3.1

frame frame

frameframe

collectorstrutmembers

frame frame

frameframeJack Girder

Jack Girder

Jack Girder

Jack Girder

Jack Girder

Jack Girder

Jack Girder

Ja

ck

Be

am

Ja

ck

Be

am

Ja

ck

Be

am

Ja

ck

Be

am

Ja

ck

Be

am

Ja

ck

Be

am

(e) Greenwaste IWPF Bldg

seismic joint (n) IWPF bldg

collector/strutmembers

diaphragmbracing

metal roofpanels

diaphragmbracing

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

fra

me

admin bldg

seismic jointIWPF bldg

parapettow = +45'-0"

parapettow = +45'-0"

1/2:12

slo

pe

1/2:12

slo

pe

+35'-3"

eave

ht

+42'

-9"

eave

ht

+35'-10

1/2"

eave

ht

fra

me

metal roofpanels

frame

frame

roof mountedMech'l unit typ

Z purlins @ ±5'-0"cc typw/ add'l purlins @ Mech'lunits and roof monitors

diaphragmbracing &struts, typ

roof monitors (typ of 3)

typ parapettow = +32'-6"

roof screentow = +39'-6"

stair tower parapettow = +30'-6"

high parapetover elevatortow = +40'-0"

elevatoroverbuiltroof

+32'-6

"

eave

ht

3/4

:12

slo

pe

2.9 2.9Jack Girder

X.1

500 lb

1500 lb

1100 lb

1100 lb

1500 lb

1500 lb

500 lb

1100 lb 1100

lb1100 lb

fra

me

fra

me

fra

me

Roof Framing Plan Notes

Provide a sesimic separation joint between the new IWPF Building & the (e)Greenwaste IWPF Building. The width of joint is to be determined by the PEMBbased on the calculated drifts of each building.

Provide a seismic separation joint between the new IWPF Building new AdminBuilding with the width of joint determined from the calculated drifts of each building.Dimensions between buiilding shown on these plans will be modified as required toaccommodate required separation.

Roof mounted mechanical unit weights at the Admin Bldg are estimated on plan.Location size and weight are to be verified for actual units used. Provide supportat all sides and provide openings in framing for duct penetrations.

Roof monitors weights at the Admin Bldg are estimated at 1000 lbs. Location, size,and weight are to be verified with units selected for final design.

Roof diaphragm bracing shown on these plans is schematic for design intent. Finalbrace configuration is to be determined by the Pre-engineered Metal BldgManufacturer (PEMB) with the approval of the Architect.

See notes on sheet S2.1 for Metal Building Notes and Loading.1.2.

3.

4.

5.

6.




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

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S2.3

Roof Framing Plan

1/16" = 1'-0"Roof Framing Plan

2.91 3.51.8 4.5 5.8 6.6 87.2

27' - 0" 24' - 0" 18' - 6" 24' - 6" 27' - 4 3/4" 19' - 7 1/4" 24' - 0" 15' - 0"

180' - 0"

Z girts @ 5'-0" typ

metal roof panels

Z girts @ 5'-0" typ

diaphragm struts and bracing as neededprimary frame

metal wall panels

reinforced concrete slab on pile foundation

grade beam typ

concrete processing pits typ

min

cle

ar

29

'-8

"

parapet

parapet support @ column

exteriorskin - seearch'l

9 1/2"

f.o.col

e.o.slabface of girt

9 1/2"e.o.slabface of girt

f.o.col

81

2.91 3.51.8 4.5 5.8 6.6 87.2

24' - 0" 18' - 6" 24' - 6" 27' - 4 3/4" 19' - 7 1/4" 24' - 0" 15' - 0"

Z girts @ 5'-0" typ

metal roof panels

Z girts @ 5'-0" typ

diaphragm struts and bracing as needed

primary frame

metal wall panels

reinforced concrete slab on pile foundation

grade beam typ

concrete processing pits typ

parapet parapet support @ column

exteriorskin - seearch'l

pilesuportedtruck slab -whereindicated onplan

jack girder

girt support column to jack girder above

jack girderspanningbetweenadjacent frames

roll up door

jack beam on grid line

jack girder

girt support columnto jack girderabove

27' - 0"

9 1/2" typ

f.o.col

e.o.slabf.o.girt

7.2

parapet support @ column typparapet

primary moment frame

pile supportedslab on piles

grade beam at lower grade

A.1

AA.2

4' - 0"

seismic joint

(e) purlins

(e) frame beam

(e) columns

(e) pile supported slab

(e) piles(n) piles

(n) pile supported slab

(n) purlins

(n) frame beam

remove (e)metal panels& Z girts




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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

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S3.1

Sections

SectionS3.1S3.1S3.1S3.1

1/8" = 1'-0"AAAA

Drafting 5


1/8" = 1'-0"BBBB

Drafting 6


1/8" = 1'-0"CCCC

Drafting 7


1/8" = 1'-0"DDDD

Drafting 8

3.6 5.1 5.8

roof screen

HVAC unitsroof monitors

Z purlins

steel frame beyond metal roofpanels

metal stud wallframing

metal deck & conc fill

steelbeams orjoists

steel columnbeyond

stud wallbracetyp

concreteslab onpiles

curtain wall

Stairs

conc screen wall

Truck Dock


grade beam

stairs

catwalk beyond

3.6 5.1 5.8

Z purlins

steel frame beyond metal roofpanels



steelbeams orjoists

steel columnbeyond

stud wallbracetyp


cantilevered roof canopy

ZYXW

W

Z purlins

steel framebeyond

metal roofpanels



steelbeams orjoists

steel columnbeyond


HVAC ubits - see planmeal stud roof monitors


columns beyond per plan

Z purlins

metal roofpanels

grade beam

seismic joint

Z girts

roof screen

5.2

Z purlins

steel frame beyond

metal roofpanels


steelbeams orjoists


elev pit

wind beam

wind beam

metal stud wall

overbuildframing atelevator

W

W

Z purlins

steel frame beyond


metal roofpanels

grade beam

slab on grade

metal panels

Z girts

wind columns beyond

W

W

Z purlins

steel frame beyond


metal roofpanels

grade beam

metal panels

Z girts

wind columns beyond


truck dock

rollup door




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STRUCTURAL

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2615 DAVIS STREET

WASTE MANAGEMENT



OFFICE BUILDING



GENERAL CONTRACTOR:

project number :

scale :

drawn by :

checked by :

plot date :



sheet no. :

12405.00

LJS

LJS




1718 Third Street

Suite 101

LAWRENCE J.

SUMMERFIELD

No. 3605

10-30-15

VARIES

11/2

/2015 3

:51:2

8 P

MC

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bbse.c

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.rvt

S3.2

Sections


1/8" = 1'-0"AAAA

Drafting 9


1/8" = 1'-0"BBBB

Drafting 10


1/8" = 1'-0"CCCC

Drafting 11


1/8" = 1'-0"DDDD

Drafting 12


1/8" = 1'-0"EEEE

Drafting 13


1/8" = 1'-0"FFFF

Drafting 14