GENERAL NOTES - Sacramento County, · PDF filePrior to submission the Contractor shall review all submittals for ... Shop drawings or calculations submitted for review that require

Interpretation of Drawings & Specifications

In general, the working details will indicate dimensions, position and kind ofconstruction, and the specifications, qualities and methods. Any work indicatedon the working details and not mentioned in the specifications, or vice versa,shall be furnished as though fully set forth in both. Work not particularly detailed,marked or specified, shall be identical or similar to like cases of construction thatare detailed, marked or specified. If conflicts occur on drawings and/orspecifications, the most expensive materials or methods will prevail.Should an error appear in the working details or specifications or in work doneby others affecting this work, the Contractor shall notify the Architect at onceand in writing. If the Contractor proceeds with the work so affected withouthaving given such written notice and without receiving the necessary approval,decision or instructions in writing from the Owner, then he shall have no valid claimagainst the Owner, for the cost of so proceeding and shall make good anyresulting damage or defect. No verbal approval, decision, or instruction shall bevalid or be the basis for any claim against the Owner, its officers, employees oragents. The foregoing includes typical errors in the specifications or notationalerrors in the working details where the interpretation is doubtful or where theerror is sufficiently apparent as to place a reasonably prudent contractor onnotice that, 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 addressed by division 1 of the specifications, paper format StructuralShop Drawings shall be submitted in the form of three copies minimum of eachsheet. Where submittals are electronic, format shall be PDF.The purpose of Shop Drawing submittals by the Contractor is to demonstrateto the Structural Engineer that he understands the design concept byindicating which material he intends to furnish and install, and by detailing thefabrication and installation methods he intends to use on a stand alone set ofdocuments. Duplication of design documents for the purpose of shopdrawings 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, metal buildingcomponents.Prior to submission the Contractor shall review all submittals for conformancewith the Contract Documents and shall stamp submittals as being "Reviewedfor Conformance".Shop Drawing submittals processed by the Structural Engineer are not ChangeOrders.Any detail on the Shop Drawings that deviates from the Contract Documentsshall clearly be marked with the note "This is a change".Shop drawings or calculations submitted for review that require resubmittal forre-review shall be billed hourly for such time to the General Contractor. Re-review will not proceed without written approval from the General Contractorfor 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.When construction attaches to or is within an existing building, a complete set ofdrawings of the existing building shall be kept on the job site. Contractor to obtainthese drawings from the Owner (if they are available).Any substitutions for structural members, hardware or details shall be reviewed bythe Architect and Structural Engineer. Such review will be billed on a time andmaterials basis to the General Contractor with no guarantee that the substitutionwill 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 the Owner and signed by 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 for theContractor's failure to comply with these requirements.

The Contractor shall be responsible for adequate design and construction ofall forms and shoring required. Shoring indications (location, direction, duration,etc.) are only shown on the Structural dwgs when required to implement thedesign intent of the final work product. Determination whether shoring isrequired for temporary or intermediate conditions during construction is whollythe responsibility of the contractor.

Where specifications have been prepared for this project, they are arrangedin several sections, but such separation shall not be considered as the limitsof the work required of any separate trade. The terms and conditions of suchlimitations are wholly between the contractor and his subcontractors.

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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 ValuesAllowable soils pressure

DL 1000 psfDL + LL 1500 psfDL + LL + Seismic 2000 psf

FootingMinimum depth = 12"Minimum width = 12 "

Roof Live Load = 20 psfFloor Live Load = NA psfLive loads are reduced where

permitted by code.

Lateral loads(Applicabel to new construction only)

Seismic:Site Class D Cs = 1.0Ss = .579 ; Sds = .516S1 = .270 Sd1 = .335R = 3.0 ; I = 1.0Ωo = 2.0 ; Cd = 3.0I = 1.0 typicalI = 1.5 per ASCE 7-10 sect 13.1.3Risk Category: IISeismic Force Resisting System: Moment Frame / Braced FrameAnalysis Procedure: NA

Wind:V = 110 mph ; V = 85 mphRisk Category: IIExposure Category: CGCpi = ±.15

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a.b.c.

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(Applicable to new construction )

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Anchor BoltAboveBelowBottom of FootingBearingBetweenCenter to CenterConstruction JointClearConcrete Masonry UnitContinuousContractorComplete Joint PenetrationCountersinkDouglas FirDead LoadDittoDrawingExistingEach Face or Edge FastenerExpansion 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 BeamHot Dipped GalvanizedHeaderHigh Strength BoltHollow Structural SectionHeightJoist HangerLive LoadLong Leg HorizontalLong Leg VerticalLag ScrewLight WeightLight Weight Insulating ConcMachine BoltManufacturer

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Malleable IronMetalNewNot in ContractNear SideNot to ScaleNormal WeightOpposite HandOriented Strand BoardPiecePartial Joint PenetrationPressure TreatedReinforcingRedwoodSlip CriticalSheathingSimilarSlab Control JointSheet Metal ScrewStructural PanelStiffenerStaggeredSteelTop & BottomTongue & GrooveThreadedToe NailTop ofTop of Concrete (slab uno)Top of Footing orTop of FramingTop of SteelTop of WallUnless Noted OtherwiseVerify In FieldwithwithoutWork PointWood ScrewWelded Wire FabricCenterlinePlateWide FlangeNumber or PoundsSquareRound or DiameterCont Wood in SectionWood Blocking in Section"member" above"member" below

100SN003-1

ABBREVIATIONS

DEFERRED APPROVALS100SN007-1

The following items require deferred approval from the enforcement agency:Prefabricated Metal Building Components.

The design of the above items is by the contractor/manufacturer.Contractor/manufacturer must prepare all necessary calculations and drawings perthe California Building Code under the supervision of a Civil Engineer, registered inCalifornia, and shall obtain all necessary plan check approvals from the enforcementagency.Installation of the above items shall not be started until detailed plans,specifications and engineering calculations have been reviewed by the Architect orStructural Engineer of record, and approved by the enforcement agency.

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

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 by theState of California latest edition and all OSHA requirements.The Architect, Structural Engineer and Owner do not accept any responsibilityfor 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. Determination whethershoring is required for temporary or intermediate conditions duringconstruction is wholly the responsibility 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 manner as tominimize or avoid damage to adjacent construction.A complete set of original drawings of the existing structure is to be kept on thejobsite. 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 Contract drawings. Demolition is toinclude removal and disposal of demolished construction. See Specifications foradditional demolition instructions.

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POWDER ACTUATED FASTENERS (SHOT PINS)100SN016-1

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 diameter of0.157" as manufactured by Hilti Incorporated in accordance with ICC ESR-2269 andthe current edition of the Hilti 'Product Technical Guide.'

Shot pins driven into steel base material shall maintain a minimum edge distance at allsteel elements of 1/2" and minimum fastener spacing shall be 1". Length of pin shall beas required to penetrate thru steel member u.n.o. At 3/4" thick steel, penetrationneed 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". Pins shallhave 1 1/4" penetration u.n.o. Minimum concrete thickness shall be 3 times thepenetration depth. Concrete shall attain full design strength prior to installing shotpins.

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All shot pins shall include standard Hilti steel washers.

Shot pin installers shall be certified by Hilti and have a current Hilti issued operatorslicense. Shot pin installation shall meet all OSHA requirements.

STRUCTURAL STEEL500SN001-1

Fabrication, erection and materials shall conform with the AISC Specification forStructural Steel Buildings, the AISC Seismic Provisions for Structural Steel Buildings,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) shall conform with ASTM A36.uno. Plates shall conform to ASTM A36 or ASTM A572 Gr 50, as noted.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. Donot paint areas to be field welded, fireproofed, galvanized, to receive slip-criticalhigh strength bolts, or to be embedded in concrete. Provide additional painting asnoted in the specifications.All structural steel shall be erected plumb and true to line. Temporary bracing shallbe installed and shall be left in place until other means are provided to adequatelybrace the structure. Contractor responsible for reviewing all base plate andsupport conditions during erection and bracing as required. See AISC and OSHArequirements.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. Anchorrods cast in concrete or masonry shall be headed bolts with cut thread, fulldiameter body style conforming to ASTM F1554 gr. 36, 55 (weldable per S1Supplementary 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 than 2'-0" oncenter for all double angle members.Holes for unfinished bolts shall be of the same nominal diameter of the bolt plus 1/16".Use standard AISC gage and pitch for bolts except as noted otherwise.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, E70 seriesminimum.Weld lengths called for on plans are the net effective lengths required.Minimum fillet welds:

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

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

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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.

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"Slip-critical" connections (A325SC design values with special inspection) arerequired at all braced frame connections, at all connections along chord linesand drag lines (as noted on plans), and uno, at all bolts in oversized or slottedholes.

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2.3.

3/16" @ t < 1/2"1/4" @ t < 3/4"5/16" @ t > 3/4"

Painting and Cleaning of Steel

Prior to prime coat application, clean all loose rust, mill scale, oil, dirt, and allother materials from all steel to be left exposed. Use hand tool, power tool,sandblasting, chemical cleaning, and any other method necessary to providea smooth, sound surface for painting.

Shop prime all steel except the following:1. Areas within 4 inches of field welds.2. Tops of members to receive metal decking.

Unless noted otherwise, use the following Type B shop painting systems on allexterior steelwork and interior steelwork subjected to wet conditions orfumes.

1. Surface Preparation: SSPC-SP6 Commercial Blast Cleaning2. Application: Follow coating manufacturer's printed directions.3. Material: Type B Tnemec 90-97 Tneme-Zinc primer or approved equal4. Number of Coats: One5. Dry Film Thickness: 2.5 to 3.5 mils6. Volume Solids: 63% +/- 2%7. Generic Description: Zinc-Rich Urethane

Primers and paints shall meet all federal and state environmental and air qualityrequirements.

Apply two shop prime coats to areas which will be inaccessibleafter erection.

After erection, field touch up all welded areas, and damaged areas.For all steel to remain exposed, remove all blemishes, paint drips,and touch up prime coat.

DRILLED-IN ANCHORS305SN001-1

Anchors shall be installed in accordance with the requirements given in the ICCreport.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 install anchorsin prestressed concrete elements.

For concrete construction, epoxy anchors shall be Hilti HIT-HY 200 per ESR-3187,Hilti HIT-RE500-SD per ESR-2322, Simpson SET-XP per ESR-2508, or Powers Pure 110per ESR-3298 for thr'd rod & rebar. Expansion anchors shall be Hilti KB-TZ per ESR-1917, Simpson Strong-Bolt 2 per ESR-3037, or Powers Power-Stud+ SD2 per ESR-2502.Screw anchors shall be Hilti KWIK HUS-EZ (KH-EZ) per ESR-3027, Simpson Titen HD perESR-2713, or Powers Wedgebolt+ per ESR-2526.

Anchors installed from the bottom into metal deck with concrete shall be installed inthe center of the low flute of the decking unless noted otherwise in ICC report.The decking shall have a minimum thickness of 20 gauge. The minimum thickness ofthe concrete above the high flute of the metal deck shall be as indicated in theICC report. See ICC report for additional requirements, including minimum dimensionsfor flute width and depth.Adhesive anchors shall be installed in concrete having a minimum age of 21 days atthe time of anchor installation per ACI 318, appendix D.

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For masonry construction, epoxy anchors shall be Hilti HIT-HY 70 per ESR-2682,Simpson SET per ESR-1772, or Powers T308+ per ESR-3149 for thrd'd rod & rebar.Expansion anchors shall be Hilti Kwik Bolt 3 (KB3) per ESR-1385, Simpson Wedge-Allper ESR-1396, or Powers Power-Stud+ per ESR-2966. Screw anchors shall be HiltiKwik HUS-EZ (KH-EZ) per ESR-3056, Simpson Titen HD per ESR-1056, or PowersWedgebolt+ per ESR-1678.Anchor type, size & embedment shall be indicated in drawings. Post-installed anchorsfor repair shall be evaluated on a case by case basis. Notify Structural Engineer forrepairs.

The inspection of the anchors shall be done by a qualified inspection agency and areport of the inspection results shall be submitted to the governing agency andArchitect/Structural Engineer.

Installer certification and inspection is required for horizontal and upwardly inclinedadhesive anchors subjected to sustained tension loading in accordance with ACI318, appendix D.

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 theparticular type of construction. Tests and inspections, as required bysections 110, 1704, 1705.10, 1705.11 and 1705.12 of the 2013 CBC, shall beperformed during construction on the types of work listed below:

Structural Steel ConstructionSteel Construction otherthan Structural SteelCold-formed Steel TrussesSpanning > 60 ftConcrete ConstructionMasonry Construction-Level AMasonry Construction-Level BMasonry Construction-Level CPrefabricated Wood StructuralElementsHigh Load DiaphragmMetal-Plate-Connected WoodTrusses Spanning > 60 ftSoilsDriven Deep FoundationsCast-in-place Deep FoundationsHelical Pile FoundationsPost-Installed Anchors

Inspections/TestingSection 1705.2.1Section 1705.2.2

Section 1705.2.2.2

Section 1705.3Section 1705.4Section 1705.4Section 1705.4Section 1705.5

Section 1705.5.1Section 1705.5.2

Section 1705.6Section 1705.7Section 1705.8Section 1705.9See Drilled-In Anchor Notes

Lateral Force-Resisting System:

Inspections shall be continuous or periodic as noted for the individual material orcomponent inspection sections and tables noted above.

Structural SteelStructural WoodCold-Formed Steel Light-FrameConstructionConcrete Reinforcement

Inspections/TestingSection 1705.11.1 & Section 1705.12Section 1705.11.2Section 1705.11.3

Section 1705.12.1

All Special Inspection Agencies / Individuals and Shop Fabricators shall beapproved by the building official prior to commencement of work.

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. Ifdiscrepancies are not corrected, they shall be brought to the attention of thebuilding official and the design professional in responsible charge.

Special inspections and testing of the lateral force resisting system shall beperformed as noted above.

Testing and inspection records shall be retained until completion of construction.The Contractor shall submit a written statement to the building officialacknowledging responsibility for construction of the main lateral-force resistingsystem prior to commencement of that work as required by section 1704.4 of the2013 CBC.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 2013 CBC.

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S TA T E O F CA L I FO R N I A

STRUCTURAL

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ENGINEER

O AL

Structural Engineers, Inc.Buehler & Buehler

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

Sacramento . Phoenix . San Francisco

County of SacramentoDepartment of Waste Management and Recycling

9850 Goethe Road, Sacramento, CA 95827

DATE:

SCALE:DESCRIPTIONDATEREVISION

CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI

NARS TIPPING BUILDINGSTRUCTURAL SAFETY IMPROVEMENTS

CONTRACT NO. 40817

4450 ROSEVILLE ROAD, NORTH HIGHLANDS, CA 95660

RONALD E.MIGLIORINo. 2818

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GENERAL NOTES

S1.1

March 30, 2015

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISEGENERAL NOTES

(e) frame columntapered section

±15" at base

depth varies

±13

"±3/8"

Frame Column Building Column

(e) building column-see schedule forapproximate sizes

'd'

'b'

3/16

new web tonew flange &(e) web

(e) damaged flange (and web removed

flange ( -match (e)-offset 1/2" for weld toflange beyond-extend 12" past damagedsection

(e) frame column

3/16

new ( toundamagedflange beyondReplace Section of

Damaged Flange & Web

(n) web ( to match thicknessof (e) web (±1/4")

3/16

( 1/2x5" extending 12"past bent section

3/16

1/4" ( - newflange ( toto (e) flange

flange bentinward

(e) frame or bldg column

Flange bent outwardon one side


3/16

1/4" ( - new flange( to (e) flange-typ ea side

(e) frame columnw/ flange bent eachside

Flange bent onboth sides

3/16


3/16

1/4" (new flnage (to (e) flange

flange bentoutward

(e) frame or bldg column

Flange bent inward onone side

Note: Plate material shall be ASTM 572 Gr 50 - typ

3/16

straighten bent flangewithin 1/2" of straight plane

(e) frame or bldgcolumn

(n) 1/4" ( stiffer at pointof maximun bend

Straighten Flange w/Added Stiffener

(e) tapered frame col -bldg col sim'l

inward bentflange

(n) reinf plate@ outside

3/16

ea endsee note

outward bentflange

(n) reinf plate@ inside

reinf plate extends 12" pastbent section or 2" clear toface of (e)concrete

(e) concrete encasement@ base of col (line 8)

(e) deflector ( at columnson walls

(n) horiz stfnr ( -typ forstraightened flanges

(e) tapered frame col -bldg col similar

cut & remove damagedflange and web

(n) flange and websection to match (e)

(n) flange ( extends aminimum of 12" past cut-outsection

(e) concrete wall& column

remove and replace insideflange down to base (where noted

Note:Where the column section is tobe replaced down to the base (,the deflector ( needs to beremoved for access andreplaced as originally built.

B

S1.2

A

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C

S1.2

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S


STRUCTURAL

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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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TYPICAL COLUMNREPAIR DETAILS

S1.2

March 30, 2015

SectionS1.2S1.2S1.2S1.2

1 1/2" = 1'-0"AAAA

Frame Col Sect original


1 1/2" = 1'-0"DDDD

Frame Col sect replace


1" = 1'-0"CCCC

Col Reinforced Section


1" = 1'-0"BBBB

Col Sect Str Flange

DetailS1.2S1.2S1.2S1.2

1" = 1'-0"1111

Frame Col Elev

C8 15"x13"

Notes:

Frame Columns

COLUMN REPAIR SCHEDULE

Location Size(dxb)

Damage Repair

outer flange bent at 5' and 3' ht.inner flange bent at 4' and 10'

add reinf 1 at locations ofbent flanges

straighten flange and addstiffener 1

Notes

E8 15"x13" inner flange bent at 1' and 3' ht. add reinf 1 at locations ofbent flanges

straighten flange and addstiffener 1

F8 15"x13" outer flange bent at 3' htinner flange bent from base to 8'ht.

straighten or reinforce outerflangereplace inner flange

G8 15"x13" outer flange bent at 6' htinside flange bent and twistedto 12' ht

H8 15"x13"

K8 15"x13"

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S1.2

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S1.2

M8 15"x13"

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S1.2

C

S1.2

Dimensions of existing column are the approximate dimensions at base of tapered column. SeeExact dimension to be determined by Contractor by field dimensions.

Reinforce and repair column sections using detail

Where bent flange can be straightened, detail may be used with the approval of the SturcturalEngineer.

Where serverely damaged sections of column flanges and web are to be replaced, use detail

In lieu of shop drawings, the Contractor may elect other means of communicating specific detailinformation to satisfy the design intent. Such methods may include sketches, schedules, or on-siteconsultation with the Structural Engineer.

Notify the Structural Engineer of any areas of damage discovered during construction that are notindentified with these plans. Compensation for necessary repairs that are not shown on these plans willbe based on unit costs provided by the Contractor with the bid.

straighten or reinforce outerand inside flanges

outer flange bent at 3' htinner flange bent at 6' and 10'

straighten or reinforce outerand inner flanges

minor damage at inside flange6' ht

straighten inside flange

inside flange bent at 10' straighten or reinforce insideflange

C3 15"x13" damage to inside flange to 6' ht replace inside flange down tobase 1

E3

F3

G2

H2

K2

M2

N4

15"x13" damage to inside flange to 10' ht replace inside flange down tobase 1

15"x13" damage to inside flange to 10' ht replace inside flange down tobase 1

15"x13" no damage no work

N8 15"x13" no damage no work

15"x13" inside flange bent to 4' ht straighten or reinf inside flange




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outer flange refers tocoumn flange on theoutside face of thebuilding

A3 -

Notes:

Building Columns (Non-Frame)

COLUMN REPAIR SCHEDULE

Location Size(dxb)

Damage Repair

no damage no work

Notes

D

S1.2

B

S1.2

C

S1.2

Dimensions of existing columns given in schedule are the approximate.Exact dimension to be determined by Contractor by field dimensions.

Reinforce and repair column sections using detail

Where bent flange can be straightened, detail may be used with theapproval of the Sturctural Engineer.

Where damaged section of flange and web are to be replaced, use detail

Where entire members are to be replaced, measure and match dimensionsor existing member u.n.o.

In lieu of shop drawings, the Contractor may elect other means ofcommunicating specific detail information to satisfy the design intent. Suchmethods may include sketches, schedules, or on-site consultation with theStructural Engineer.

Notify the Structural Engineer of any areas of damage discovered duringconstruction that are not indentified with these plans. Compensation fornecessary repairs that are not shown on these plans will be based on unitcosts provided by the Contractor with the bid.

A5 10"x6" bend near base straighten or reinf

A6 10"x7" inside flange bent and torn at 2' ht straighten or reinf

A7

A8 10"x7" slight damage no work

N6 6"x12" inside flange bent and torn at 4' ht add reinf 1

N7

B3 10"x6" slight damage near base straighten or reinf

D3 11"x5" inside flange damaged to 6' replace inside flange downto base 1

F.3-3

F.7-3 10"x7"

G3 dbl Í8"x5"

severely damaged replace with W8x18

H1 6"x4" no damage no work

J1 10"x4" inside flange damaged replace inside flange downto base 1

K1 6"x4" no damage no work

L2 14"x6" no damage no work

M4 bent near base straighten or reinf

10"x7" inside flange bent and torn at 2' ht straighten or reinf

6"x12" inside flange bent and torn at 2;and 8' ht

add reinf 1

11"x5" inside flange damaged to 6' replace inside flange downto base 1

inside flange damaged to 6' replace inside flange downto base 1

dbl Í8"x5"

1.

2.

3.

4.

5.

6.

7.

inner flange refers tocoumn flange on theinside face of the building

S


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DATE:


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DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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COLUMN SCHEDULES

S1.3

March 30, 2015

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

AAAA

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

BBBB

0

11

22

3

4

5

6

7

8

A B C D E F G H J K L M NF.3 F.7

rod bracing typreplace damaged rodsas noted on elevations

SS

repair damage to lower portions ofcolumns @ perimeter columns - typreplace damaged girts

at bottom portions ofall walls

(e) conc wall abv

repair damage toisolated columns - typsee schedule

(e) ftg typ

(e) conc barrier typ

(e) grade beamstyp

(e) 12" conc wall abv

(e) stairs(e) 14" conc retainingwall blw

(e) 12" conc slababv compactor

(e) 24"x24" bm blw(e) low roof

(e) conc slabon grade typ

(e) 12" conc retainingwall blw

(e) conc slab on fill

A

S3.1

S4.1

1

S4.1

2

C

S3.1

B

S3.1

A

S3.2

B

S3.2

C

S3.2

C

S3.2

sim

20' - 0" 20' - 0" 20' - 0" 20' - 0" 30' - 0" 13' - 8" 23' - 8" 12' - 8" 30' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 30' - 0"

300' - 0"

20

' -

0"

20

' -

0"

20

' -

0"

8'

- 8

"11'

- 4

"13

' -

0"

17'

- 0

"8

' -

8"

118

' -

8"

4

S4.1

3

S4.1

A

S1.3

A

S1.3

for frame cols see

B

S1.3

for non-framecols

&

Notes:

See sheet S1.2 for Typical Details

See sheet S1.3 for Column Repair Schedule.

See Elevations sheet S4.1 for framing elevations and repairs tosiding, girts, and X-bracing.

See sheet S2.2 for additional notes

1.

2.

3.

4.

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DATE:


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DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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As indicated

MAIN LEVELFOUNDATION PLAN

S2.1

March 30, 2015

3/32" = 1'-0"Main Level Foundation Plan

0

11

22

3

44

55

66

77

A B C D E F G H J K L M NF.3 F.7

(e) 12" conc wall

repair & replace slopedframing @ corner conditions

replace (e) metaldeck w/ steel plateover sloped frmg

(e) steel 0 oversloped L frmg @top of wall

(e) steel plate over sloped frmg-repair damaged areas & areascovered by metal deckbetween grids G & K -similar tocorner framing @ lines A and N

(e) 12" conc wall abv

(e) low roof

replace (e) metaldeck w/ steel plateover sloped frmg

(e) 12" conc wall

(e) steel 0 oversloped L frmg @top of wall

A

S3.1

S4.1

1

S4.1

2

C

S3.1

B

S3.1

A

S3.2

C

S3.2

C

S3.2

sim

1

S2.3

2

S2.3

20' - 0" 20' - 0" 20' - 0" 20' - 0" 30' - 0" 13' - 8" 23' - 8" 12' - 8" 30' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 30' - 0"

300' - 0"

20

' -

0"

20

' -

0"

8'

- 8

"11'

- 4

"13

' -

0"

17'

- 0

"8

' -

8"

98

' -

8"

4

S4.1

3

S4.1

(e) steel 0above wall

low roofframing abv

1

S2.2

Notes:

1. Construction shown on these plan is exsiting uno.(n) = new construction, (e) = existing

2. Information shown on these plans is based on the following:

3. The accuracy of the information presented on these drawings is to beverified prior to any subsequent construction. Specifically, no drawingsor other documents are available for the metal building, construction priorto 1988, or repairs and aterations done over the life of the structure.

1998 Plan Set - North Area Transfer Stations ReconstructionContract No. 2163, Project W8712

Architectural sheet A-1, A-2;Civil sheets C1 thru C4;Structural sheets S1 thru S5.

1998 Plan Set - North Area Transfer Station Back Hopper AdditionConract No. 3333Architectural sheets A1.0, A1.1, A2.1, A2.3, A2.4 & A3.1;Structural sheets S1, S2, S3 & S4.

Site visits by Buehler & Buehler for observation of general conditions. Detailedmeasurements of the structure under study were not included.

a.

b.

c.

Work schedule and access to the site shall be coordinated SacramentoCounty.

Notify the Structural Engineer of any areas of damage discovered duringconstruction that are not indentified with these plans. Compensation fornecessary repairs that are not shown on these plans will be based on unitcosts provided by the Contractor with the bid.

4.

5.

11

22

H J K

(n) W10x12

(n) W16x31

(e) F bm (e) F bm

(e)

F b

m

(e)

F b

m

(n)

W12

x22

(n) W10x12

(n) W10x12

(n) W10x12

(n) roof deck-match (e)

(n) F beams replacing(e) open web joists-typ of (4)

(n) F girders

connectionto col flange

(e) col - typ

6

S2.3typ

5

S2.3

typ

8

S2.37

S2.3

(n) 5/8" rod X-brcg-typ of 4

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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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INTERMEDIATE LEVELPLAN

S2.2

March 30, 2015

3/32" = 1'-0"Intermediate Level Plan

1/8" = 1'-0"Partial Roof Plan1

S2.2

1/8L to

3/4" @ 12"ccL to

bent L4x4x12gaclosure angle - donot attach to siding

(e) mtl siding(n) 3/8"

(e) 8" channel

(n) channel tomatch (e)

(e) 3/8"

backup as req'd

3

4

5

A B

curved conc wall blw

(e) Í

8(e) Í

8

(e) 3/8

"

(n) 3/8

"

(repla

ce

mtl d

eck)

Í8*

Í8*

(e) +

(e)

+

C

S3.2sim'l

4

5

6

M N

(e) + & Í

(e) +

& Í

(e) Í8

(e) Í8

(e) Í8

(e) Í8

Í8*

Í8*

Í8*

Í8*

Í8*

curved conc wall blw

(e) 3

/8"

(n) 3

/8"

(r

ep

lac

e m

tl d

ec

k)

(e)

+ &

Í

C

S3.2

Notes:

Remove (e) damaged metal deck on upper part ofsloped surface. Replace with 3/8" steel plate tomatch plate on lower portion.Replace damaged members with members of thesame size (±C8x11.5). Duplicate connection details.Í8 = (e) member, Í8* = damaged member to bereplaced

1.

2.

(e) column

deflector (remove and replace asnecessary)

(e) end connectionfor rod brace

(e) concrete wall

4

(n) 5/8" rod X-brcw/ turnbuckle

L3x3x3/8 x0'-10"@ splice

(e) 5/8" rod X-brc

Cut damaged section of (e) X-brace rod.Straighten the portions of the rods thatare retained.Replace section removed with (n) 5/8" rodw/ turnbuckle. Install (n) rods withturnbuckles in taut condition.Retain connections at each end orreplace with new connections duplicatingthe original details.Existing undamaged rods may be reusedwhere removal of rod bracing is madenecessary for replacement of columns oraccesss to wall framing.

Notes:

1.

2.

3.

4.

bent deck support

+ beamper plan

(e) beam-see plan

(e)

js

t h

t

'd"

connas in

5

S2.3

1/4

(e) col

W16 beam-see plan

3/8" w/ 3-7/8" MBas in

2"

5

S2.3

2 3/4" 1 3/4"

3/4" end of bm

bent deck support+ beam

per plan

3"

3"

1 3

/4"

1 3

/4"

1/4" w/2-7/8" MB

3/16

bent deck support

+ beamper plan

columnbeyond

connas in

5

S2.3

S


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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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As indicated

DETAILS

S2.3

March 30, 2015


1" = 1'-0"3333

closure L at sloped frmg

Partial PlanS2.3S2.3S2.3S2.3

3/16" = 1'-0"1111

Callout of Level 3 - Top of Wall

Partial PlanS2.3S2.3S2.3S2.3

3/16" = 1'-0"2222

Callout (2) of Level 3 - Top of Wall


1" = 1'-0"4444

X-brace connection


1" = 1'-0"6666

Bm Conn


1" = 1'-0"7777

Bm Col Conn


1" = 1'-0"5555

Bm Conn Ea Side


1" = 1'-0"8888

Bm Conn W16

012345678

(e) MB frame (e) steel joists

(e) conc wall

(e) conc slab

(e) conc barrier

012345678

A

S3.1

as in

(e) conc slab(e) conc barrier

low roof to be replaced-see 1

S2.2

012345

(e) steel joists

(e) MB frame

(e) mtl roof panels

(n) mtl siding over 9" girts

(e) conc slab

(e) conc wall & ftg

(e) conc retaining wall

sloped framing@ corners

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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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3/32" = 1'-0"

SECTIONS

S3.1

March 30, 2015


3/32" = 1'-0"AAAA

Section 1


3/32" = 1'-0"BBBB

Section 3


3/32" = 1'-0"CCCC

Section 2

(e) steel joist

frame column orwind column bynd

(e) sloped over Lfrmg -to remain

(e) girt

new metal panels (match existing)

(e) conc pilasterbynd

(e) pavement

(e) conc wall & ftg

(e) conc slab on grade

3

1' - 4"grid

& FC

girt line

(e) metal roof panels

replace (e) gutter and trim

(e) Z girt

(n) metal closure

5'-

0"

ma

x

eq

5'-

0"

ma

x

eq

(n) girt or (e)undamaged girt

A

S3.2

as in

(e) steel joists

(e) beam

(e) wind column beyond

1' - 4"

new metal panels (match existing)

(e) conc wall & ftg

(e) conc slab on grade

A

grid

& FC

girt line

(e) metal roof panels

replace (e) gutterand trim

(e) Z girt

(n) girt or (e)undamaged girt

(e) steel joist

(e) frame girder

1' - 4"

(e) 8" conc slab

(e) metal deck tobe replaced w/steel

(e) 8"channelsupport framing-replace damagedmembers

(e) conc wall

(e) 3/8" steel

deflector ÏÏÏ

(e) 2 beam

N

(n) metal siding

(e) Z girts

3

S2.3

3

S2.3

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STRUCTURAL

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ENGINEER

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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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1/2" = 1'-0"

SECTIONS

S3.2

March 30, 2015


1/2" = 1'-0"AAAA

section at back wall


1/2" = 1'-0"BBBB

section at end wall


1/2" = 1'-0"CCCC

section at sloped framing

345678

(e) rod bracingbe -replace ( 1 ) bent rod

(e) conc walls & fdn

open

(e) curved concwall @ corner

(n) metal wall panelsover (e) Z girts

17'

- 8

127

/128

"

* * *

*

* *

replace damaged girts(indicated as *)

Line A

A B C D E F G HF.3 F.7

(n) metal wallpanels over Z girts

(e) beam all (e) rod bracing tobe replaced on line 3

(e) conc walls & fdn

* * * *

*

*

*

*

*

replace damaged girts(indicated as *)

NoteReplace damaged girts at walls beyond as follows:

line G, 2-3line 2, G-Hline H, 2-1line 1, H-Kline K, 1-2

lower girtno damagelower girtlower girtno damage

Line 3

0 1 2 3 4 5

replace all girts &siding on this line

*

*

*

*

*

*

*

*

*

*

*

*

Near Line G

3 4 5 6 7 8

sloped frmg

open

(e) conc walls & fdn(e) curved conc wall

(e) metal bldg frame

*

(n) metal siding-typ

Line N

Elevation Notes:

Replace metal siding on outside face of wall w/ newsiding to match (e) siding.

Replace or repair trim, gutters & like items attached tosiding.

Replace lower girts as indicated by (*) on sections andelevations. New girts to match existing size (±9"x3").Existing undamaged girts may be reused.

New girts and connections shall satisfy design criteriafor wind loads given on sheet S1.1.

Notify the Structural Engineer of any areas of damageto wall framing discovered during construction that arenot indentified with these plans. Compensation fornecessary repairs that are not shown on these planswill be based on unit costs provided by the Contractorwith the bid.

1.

2.

3.

4.

5.

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STRUCTURAL

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DATE:


CHECKED BY: REM

DESIGNED BY: BCM

DRAWN BY: KIKI


CONTRACT NO. 40817



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As indicated

ELEVATIONS

S4.1

March 30, 2015

ElevationS4.1S4.1S4.1S4.1

3/32" = 1'-0"1111

Elevation 1 - a


3/32" = 1'-0"2222

Elevation 2 - a


3/32" = 1'-0"3333

Elevation 3 - a


3/32" = 1'-0"4444

Elevation 4 - a