c:usersimansuridocumentssite plan project central imansuri · embed embedded en edge nail engr...

/ Per@ AtAB Anchor BoltADDNL AdditionalAFF Above Finish FloorALT AlternativeAPA American PlywoodAssociationAPPROX ApproximateARCH Architect or Architectural

B/ Bottom ofBG BackgougeBLDG BuildingBLKG BlockingBM BeamBN Boundary NailBOT or B BottomBOF Bottom of FootingBOS Bottom of SteelBRG BearingBSMT BasementBTWN Between

CC Center to CenterCG Center of GravityCIP Cast-In-PlaceCJ Control JointCJP Complete Joint PenetrationCL CenterlineCLG CeilingCLR ClearCMU Concrete Masonry UnitCOL ColumnCONC ConcreteCONN ConnectionCONST ConstructionCONT Continue or ContinuousCONTR ContractorCOORD CoordinateCSJ Construction JointCTR(D) Center(ed)

d PennyDBL DoubleDEG DegreeDIA or Ø DiameterDIAG DiagonalDIM DimensionDL Dead LoadDN DownDP Drilled PierDT Precast Double TeeDTL (S) Detail(s)DWL(S) Dowel(s)

EXIST ExistingEA EachEC Epoxy CoatedEE Each EndEF Each FaceEJ Expansion JointEL ElevationEMBED EmbeddedEN Edge NailENGR EngineerEOR Engineer-of-RecordEOS Edge of SlabEQ EqualEQ SP Equally SpacedEQUIP EquipmentES Each SideEW Each WayEXP ANCH Expansion AnchorEXP ExpansionEXT Exterior

FAB FabricateFF Finished FloorFLG Flange

FLR FloorFDTN FoundationFO Face OfFP Full PenetrationFRMG FramingFS Far SideFT Foot or FeetFTG FootingFV Field Verify

GA Gage or GaugeGALV GalvanizedGL Glu-lamGR GradeGR BM Grade Beam

HAS Headed Anchor StudHD Hold DownHDG Hot Dipped GalvanizedHK HookHORIZ HorizontalHT HeightHVAC Heating-Ventilating and A/C

ID Inside DiameterI.F. Inside FaceIN InchINT InteriorIT Precast Inverted Tee BeamJST JoistJT Joint

K KipKSI Kips per Square Inch

L or LG LengthLB (S) Pound(s)LL Live LoadLLH Long Leg HorizontalLLV Long Leg VerticalLOC (S) Location(s) or LocateLONG LongitudinalLSL Laminated Strand LumberLT LightLT WT Light WeightLVL Level or

Laminated Veneer LumberLWC Light Weight Concrete

MAS MasonryMATL MaterialMAX MaximumMBS Metal Building SupplierMCJ Masonry Control JointMECH MechanicalMEP Mech/Electrical/PlumbingMIL(S) Millimeter(s)MIN MinimumMISC MiscellaneousML Micro-LamMNFR ManufacturerMO Masonry OpeningMTL Metal

N NorthNS Non-Shrink or Near SideNIC Not in ContactNO or # NumberNOM NominalNTS Not To ScaleNWC Normal Weight Concrete

OAE Or Approved EquivalentOC On CenterOCEW On Center Each WayOD Outside DiameterO.F. Outside FaceOPNG OpeningOPP Opposite

PAF Powder Actuated FastenerPC PrecastPEN PenetrationPERP PerpendicularPL PlatePLF Pounds Per Lineal FootPREFAB PrefabricatedPRELIM PreliminaryPS PrestressedPSF Pounds Per Square FootPSI Pounds Per Square InchPT Pressure Treated

QTY Quantity

RAD or R RadiusRC Reinforced ConcreteRE: or REF Refer to (Reference)REINF Reinforce(ing)(d)(ment)RET ReturnREQD RequiredREQT(S) Requirement(s)RO Rough Opening

(S) SalvagedSCHED ScheduleSEC SectionSIM SimilarSLH Short Leg HorizontalSLV Short Leg VerticalSOG Slab on GradeSP @ Space AtSP Space(s)SPECS SpecificationsSPRT SupportSS Stainless SteelSTD StandardSTIFF StiffenerSTL SteelSTR StructuralSW ShearwallSYM Symmetrical

T&B Top & BottomT TopT/ Top ofTH Thick or ThicknessTh.ROD Threaded RodTL Total LoadT.O. Top ofTOC Top of ConcreteTOF Top of FootingTOM Top of MasonryTOPG ToppingTOS Top of SteelTOW Top of WallTRANS TransverseTYP Typical

ULT UltimateUNO Unless Noted Otherwise

VERT VerticalVIF Verify In Field

W/O WithoutW/ WithWD Width or WoodWF Wide FlangeWT WeightWWR Welded Wire ReinforcementWxH Width x Height

XSX.X

ELEVATION SYMBOL

HOLD DOWN LOCATION

HELICAL PILE LOCATION

KEYED NOTE

SUBGRADE

DRAWING REVISION NUMBER

CURRENT REVISION CLOUD

RIGID INSULATION

CAST IN PLACE CONCRETE

WOOD FRAMED WALL

DETAIL CUT

SHEET REFERENCE

BEAM OR HEADER

FOOTING

SYMBOL DESCRIPTION

Abbreviationsand Legend

S-001

9.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

R E V I S I O N S

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I. DESIGN CRITERIA & GENERAL NOTES

A. Design Codes and Manuals:

1. 2009 International Building Code (IBC)

2. ASCE 7-05, Minimum Design Loads for Buildings and Other Structures

3. AISC Manual of Steel Construction, 13th Edition

4. AISC 341, Seismic Design Manual

5. ACI 318-05, Building Code Requirements for Reinforced Concrete

6. American Society for Testing and Materials (ASTM)

7. National Design Specification for Wood Construction 2005

8. American Welding Society (AWS) D1.1, “Structural Welding Code - Steel”, Latest

Edition.

B. DESIGN LOADS:

1. Minimum Uniformly Distributed Live Loads

a) Roof Live…………………………………………..20 PSF

b) Roof Design Snow Load

(1) Ground Snow Load, pg…………….….20 PSF

c) Floor Live………………………….……….……..40 PSF

2. Minimum Uniformly Distributed Design Dead Loads

a) Roof………………………..……………………..25 PSF

b) Floor………………………………………………25 PSF

3. Wind Loading - ASCE 7-05

a) Occupancy Category II

b) Basic Wind Velocity (V) - (3 SECOND GUST) - 90 MPH

c) Category II - Importance Factor = 1.0 - Exposure "C"

d) Design Wind Pressures for Components and Cladding:

(1) Roof:(a) Zone 1. p = -19.0 psf / 10 psf(b) Zone 2. p = -32.0 psf / 10 psf(c) Zone 3. p = -48.1 psf / 10 psf

(2) Walls:(a) Zone 4. p = -18.9 psf / +17.4 psf(b) Zone 5. p = -23.2 psf / +17.4 psf

(3) Effective Wind Area = 10 sf

4. Earthquake Design Data - ASCE 7-05:

a) IBC Site Classification "D"

b) Occupancy Category II

c) Seismic Importance Factor = 1.0

d) Mapped Spectral Response Accelerations

(1) Ss = 0.538, S1 = 0.171

e) Spectral Response Coefficients

(1) SDs = 0.491, SD1 = 0.241

f) Seismic Design Category = "D"

g) Basic Seismic-Force-Resisting System = Light framed walls sheathed withwood structural panels rated for shear resistance

h) Seismic Response Coefficient, Cs = 0.0755

i) Response Modification Factor, R = 6.5

j) Analysis Procedure Used = Equivalent Lateral Force Procedure

C. GENERAL NOTES

1. See architectural, mechanical, electrical and plumbing drawings for exact locationand arrangement of any pads, support frames, etc., required for mechanical andelectrical equipment and not with other trades concerning plates, anchors, notches,etc., to be placed in concrete.

2. Any conflict between structural drawings, architectural drawings and/orspecifications shall be brought to the attention of the architect prior to proceeding withthe work affected.

3. OPENINGS

a) Openings, sleeves, etc. to be placed through any structural member shall firstbe approved by the structural engineer. Sleeves shall be provided for openingsprior to placing of concrete. Cutting of hardened concrete shall not be permittedexcept by special structural approval which will be on an individual basis.

4. The contractor shall provide all measures necessary to protect the structure duringconstruction. Such measures shall include, but not be limited to bracing and shoring forloads due to hydrostatic, earth, wind or seismic forces, construction equipment, etc.Observation visits to the site by the structural engineer shall not include inspection ofthe above items.

5. Cost of additional field and office work necessitated by requests by the contractorfor an option of due to errors or omissions in construction shall be borne by thecontractor. Options are for contractor's convenience, he shall be responsible for allchanges necessary if he chooses an option and he shall coordinate all details.

D. Foundation Notes

1. Geotechnical engineering study and recommendations for this project has beenperformed by Geo-Test, Inc., No. 1-50810, dated September 15, 2015.

a) Important additional information concerning specific soil conditions iscontained in this report and shall be reviewed prior to the start of construction.

b) Design is based on recommendations provided by the geotechnicalengineering study:

(1) Allowable soil Bearing Pressure = 2000 psf

(2) Frost Depth / Minimum Exterior Footing Embedment = 24”

(3) Allowable Bearing Pressure = 2000 PSF

c) Requirements for granular base and capillary barriers is specified in thisreport. Areas where the capillary barriers are required shall be coordinated withthe architect prior to construction.

2. The geotechnical engineering study contains specific requirements concerningclearing and grubbing, site, subfloor and bearing surface preparation, structural fillrequirements, compaction requirements, and drainage and sloping requirements notnecessarily shown on these drawings. Refer any conflicts between these drawings andthe report to the architect for direction prior to beginning any work.

a) The contractor shall engage and bear the cost of a geotechnical engineer ordesignated representative to monitor site preparation, foundation construction andretaining wall construction. The geotechnical engineer shall provide continuouson-site observation by experienced personnel during construction of controlledearthwork. The contractor shall notify the geotechnical engineer at least twoworking days in advance of any field operations of controlled earthwork or of anyresumption of operations after stoppages. Tests of fill materials andembankments shall be made in accordance to the recommendations forobservation and testing provided within the geotechnical recommendations, and atthe following suggested minimum rates:

(1) At least one moisture-density (proctor) test, atterberg limits test, andpercent finer than #200 sieve test should be performed per each subgradesoil type and engineered fill material. The geotechnical engineer must reviewthe test results for conformance with specifications and approve of fillmaterials and their intended use, prior to construction.

(2) A minimum of one field density and moisture test should be performedper 2000 square feet of building pad fill or pavement subgrade per each 1foot of compacted fill thickness (or at least one test per each 1 foot ofcompacted fill thickness in each area worked per day if smaller sections).

(3) A minimum of one field density and moisture test should be performedper 50 linear feet of foundation excavation bottom prior to placement ofreinforcing steel and concrete (or at least one test per area worked per day ifsmaller sections).

(4) A minimum of one field density and moisture test should be performedper 100 linear feet of retaining wall backfill and/or utility trench backfill pereach 1 foot of compacted fill thickness (or at least one test per each 1 foot ofcompacted fill thickness in each area worked per day if smaller sections).

II. QUALITY ASSURANCE PLAN AND STATEMENT OF SPECIAL INSPECTION

A. The contractor shall engage independent inspectors to implement special inspection.Special inspection shall conform to the IBC 2009, section 110 and chapter 17.

B. After each inspection and test, promptly submit copy of laboratory report to owner,architect/engineer, and to contractor. Report shall include:

1. Date issued, Project title and number, Name of inspector, Date and time of samplingor inspection, Identification of project specifications section, Location of project, Type ofinspection or test, Date of tests, Results of tests, Conformance with contractdocuments

C. Required inspections:

1. Soils - as outlined in Outline Specifications Section titled “Foundation Notes”

2. Concrete - as outlined in the Outline Specifications Section titled “Structural

Concrete”

a) Installation of embedded bolts and plates supporting structure

b) Reinforcing steel placement

c) Field bending of reinforcing steel

d) Reinforcing couplers

e) Anchored rebar or threaded rods into hardened concrete

3. Wood

a) Holdown anchors/strap ties

b) Shear wall/diaphragm fastening

c) Metal connectors

4. Steel - as outlined in Outline Specifications Section titled “Structural Steel”

D. Special inspection is to be provided in addition to inspections conducted by the buildingdepartment and shall not be construed to relieve the owner or his authorized agent fromrequesting the period and called inspections required by section 1704 of the InternationalBuilding Code.

1. Periodic inspection is defined as the part-time or intermittent observation of workrequiring inspection by an approved inspector who is present in the area where thework has been or is being performed at the completion of work.

2. Special inspection is required for the following:

a) Steel construction

(1) High strengthbolts...…………………………………………………..….periodic

(2) Welding……………………...…………………..……periodic

b) Concrete construction

(1) Reinforcingsteel………………………………………………….…...periodic

(2) Bolts installed prior to and during concreteplacement…………………….periodic

(3) Mix design(S)……………………………...…………..………periodic

(4) At the time fresh concrete issampled…………………………………………………...periodic

(5) Inspection of concrete

placement…………………………….………………..…periodic

(6) Inspection for maintenance of specified curingtechniques…………………………………………….......periodic

c) Special case

(1) Expansion or adhesiveanchor…………………….……………………………....periodic

III. SHOP DRAWING SUBMITTAL

A. Contractor to submit to Structural Engineer:

1. Concrete Mix Designs

2. Structural Steel

3. Prefabricated Wood Trusses

4. Reinforcing Bars

B. All shop drawings and submittals must be reviewed and stamped by the contractor prior tosubmittal. Shop drawings and submittals shall be accompanied by sealed calculations asrequired by the specifications. No fabrications shall proceed before shop drawings covering thatwork have been approved.

IV. STRUCTURAL CONCRETE

A. All concrete edges shall be chamfered 3/4" on exposed corners unless otherwise noted.

B. Basis for design, strength at 28 days:

1. Unless indicated otherwise, all concrete shall be ready- mixed concrete withstandard stone aggregate (144 PCF).

2. Air entrainment shall conform to the requirements of ACI 318-05 Table 4.2.1

3. Shrinkage shall not exceed 0.02% per ASTM C 157 at 28 days.Shrinkage-compensating concrete shall conform to the recommendations of ACI 223.

4. Structural design is based upon ACI 318-05 and construction shall conform to ACI301 and ACI 302, latest edition(s).

a) F'c = 4000 psi (normal weight, air entrained)

(1) Exposed concrete flatwork, Footings, Tie beams, Stem walls, Gradebeams.

b) F'c = 3000 psi (normal weight)

(1) all interior slabs-on-ground.

c) F'c = 4000 psi (normal weight)

(1) all other concrete

d) F'c = 6000 psi non-shrink grout for placement under column base plates.

(1) Grout to comply with ASTM C1107. Non-shrink flowable grout shall beused under base plates with shear lugs.

5. Unless otherwise indicated, concrete cover shall be:

a) Foundations………………………………3"

b) Grade Beams……………………………..3"

c) Masonry……………………………………Centered

d) Columns (Vertical Reinf.)……….………2"

e) Slabs (Not exposed to weather)………3/4"

f) Slabs (Exposed to weather)…………..1 1/2"

C. REINFORCING STEEL

1. Deformed Bars…………………………………….ASTM A615 / Grade 60

2. Welded Wire Fabric………………………………ASTM A185

3. Placing of reinforcing shall conform with CRSI, latest edition.

4. All reinforcing shall be held securely in position with standard accessories duringplacing of concrete.

5. Slab and beam bolsters and hi-chairs shall have vinyl-tipped turned-up legs wheresoffits/underside of slab is exposed.

6. All field bending of reinforcing shall be done cold. Heating of bars will not bepermitted.

7. Unless otherwise indicated, splice reinforcing as follows:

a) Reinforcing Bars…………………………48 Bar Diameters

b) Welded Wire Fabric……………………..6"

D. SLAB-ON-GROUND CRITERIA

1. Strict adherence to the specified water-to-cement ratio of 0.45 is required. Watershall not be added to the mix at the time of placement.

2. Moist curing of slabs-on-ground is required.

3. Care shall be taken to prevent water intrusion into the subgrade both prior to andafter slab pours.

4. Contraction joints (control joints) shall be installed on all concrete slabs on grade.Verify locations of all joints with Architect prior to placing concrete. The joints shall bespaced no further than 36 times the slab thickness or 15 ft . L or T shapes be avoidedwhen placing crack control joints. If the shape of the area contained by the crackcontrol joints is not square, the aspect ratio of this area should not exceed 1.5 to 1.The control joints should be placed such that they are continuous and not staggered oroffset. Placement shall be in accordance to ACI 302.1.

a) Timing of early entry slab saw cuts is critical to slab curing performance. Sawcuts for control joints (contraction joints) shall be made at the earliest possible timethat the concrete will support the weight of saw cutting equipment and operations.Timing of early entry saw cuts shall vary between 1 hour in hot weather and 4hours in cold weather. Early entry dry cut saws shall use a skid plate to preventspalling.

b) Early entry dry cut saw should be 1 inch into the depth of the slab. The slab

shall be cut to ¼ of the slab depth to deepen the 1 inch nominal early entry saw

cut within 24 hours.

c) A construction or smooth doweled sawcut contraction joint shall be placed ata maximum of 125 ft.

d) All joints shall be filled to the full joint depth with semi-rigid joint filler in areasexposed to vehicular traffic. Overfill joint and trim joint filler flush with top of jointafter hardening.

5. Concrete containing air-entraining admixture shall not be steel trowel finished.

E. CONCRETE PLACEMENT & TESTING

1. Unless otherwise indicated, five test cylinders shall be made every fifty cubic yardsof concrete or fraction thereof on each day's pour. One cylinder shall be tested at 7days and three at 28 days. The remaining cylinder shall be held in reserve as a spare.The making and testing of cylinders shall be conducted by an approved testinglaboratory; contractor shall bear the cost of testing.

a) Before test sampling and placing concrete, water may be added at Projectsite, subject to limitations of ACI 301.

b) Do not add water to concrete after adding high-range water-reducingadmixtures to mixture.

2. Consolidate placed concrete with mechanical vibrating equipment according to ACI301.

3. Do not use vibrators to transport concrete inside forms. Insert and withdrawvibrators vertically at uniformly spaced locations to rapidly penetrate placed layer andat least 6 inches into preceding layer. Do not insert vibrators into lower layers ofconcrete that have begun to lose plasticity. At each insertion, limit duration of vibrationto time necessary to consolidate concrete and complete embedment of reinforcementand other embedded items without causing mixture constituents to segregate.

4. Maintain ALL reinforcement in position on chairs during concrete placement.

F. COLD WEATHER CONCRETING

1. All cold weather concrete work shall meet the requirements of ACI Committee 306,latest edition for cold weather concreting, if, for 3 consecutive days the average dailytemperature drops below 40°F and stays below 50°F for more than one-half of any 24

hour period.

2. Do not use frozen materials containing ice or snow.

3. Do not place concrete on frozen subgrade or on subgrade containing frozenmaterials.

4. The use of calcium chloride, salt, or other materials containing antifreeze agents orchemical accelerators is not permitted; contractor shall utilize a high early strength mixdesign.

G. HOT WEATHER CONCRETING

1. All hot weather concrete work shall be in accordance with ACI 301. Maintainconcrete temperature below 90°F at time of placement. Chilled mixing water or

chopped ice may be used to control temperature, provided water equivalent of ice iscalculated to total amount of mixing water.

2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete.Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

H. EMBEDDED CONDUIT

1. Embedded conduits and/or pipes shall not be installed in slabs or columns, unlessapproved by the structural engineer, prior to construction.

2. Conduits and/or pipes shall be protected against rusting. Aluminum conduits and/orpipes shall not be embedded in concrete.

V. STRUCTURAL STEEL

A. Work shall conform to all applicable codes and specifications and in accordance with theAmerican Institute of Steel Construction Specifications, latest edition, the American WeldingSociety and ASTM A-36, latest edition.

B. Structural steel shall conform to the American Institute of Steel ConstructionSpecifications:

1. Hot rolled shapes, must conform to the requirements of ASTM Specifications A-36,A-572 or A-992, with minimum yield of 36 or 50 ksi, respectively.

2. Rectangular HSS, must conform to the requirements of ASTM A-500 Grade B with aminimum yield strength of 46 ksi.

C. Paint: steel shall be given primer coat of paint and at a rate to provide dry film thickness ofnot less than 1.5 mils. Field welds, bolts, nuts, abrasions, scrapes, etc., shall be primed aftererection.

D. Welding electrodes: welding electrodes for manual shielding metal-arc welding shallconform to E60 or E70 series of the "specifications for mild steel arc-welding electrodes, ASTMA233. Bare electrodes and granular flux used in the submerged arc process shall conform to theprovisions of the A15C, Section 1.173, or Part5."

E. Bolts, standard: Shall conform to ASTM A307.

F. Bolts, high strength: Shall conform to ASTM A325 as shown.

G. Grout for base plates shall be Embeco as manufactured by the Master Builders Company,or approved equal.

H. Provide 1/2" pre-molded expansion joint material where slab on grade is poured aroundcolumns unless otherwise shown.

I. Shop drawings shall indicate all structural steel layouts and details showing the type ofsteel used for each member, sizes of members, connection details, welds, bolts, etc., as requiredto fabricate and erect all structural steel framing and type of shop paint used conforming to thatspecified.

J. All steel framing shall receive one shop coat of paint.

R E V I S I O N S

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Outline Specifications

S-002

9.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

K. Responsibility for errors of detailing, fabrication and for the correct fit of all structural steelmembers in accordance with the contract drawings shall lie entirely with the subcontractor forfabrication.

L. Splices not shown on the drawings will not be permitted unless approved by the structuralengineer.

M. Structural steel shall be erected in accordance with the AIsC specifications and inaccordance with the AIsC Code of Standard Practice, latest edition.

N. Bolted field connections, unless otherwise noted, shall be standard framed beamconnections, and made in accordance with specifications for structural joints using ASTM A-325bolts as shown.

O. Brace and maintain all steel in alignment until other parts of construction necessary forpermanent bracing or support are completed. Install temporary guys and bracing to resist windloading designated in applicable building code. The contractor is responsible for the stability ofthe steel frame until such time as all structural elements have been completed and building isenclosed.

P. The owner shall engage an independent testing and inspection agency to inspect boltedand welded connections. If deemed necessary by the Structural Engineer;radiographic/ultrasonic/magnetic particle testing of structural welds.

VI. CARPENTRY

A. Dimensional lumber shall conform to the grading standard of the Western Wood ProductsAssociation (WWPA), surface dry, seasoned 90 days, and 19 percent maximum moisturecontent.

1. Wood-Preservative-Treated Lumber shall be utilized as follows:

a) Items in contact with concrete or masonry.

b) Framing less than 18" above ground in crawlspaces.

c) Floor plates installed over concrete slabs-on-grade.

2. Preservative Treatment: AWPA C2 with chemicals containing no arsenic orchromium.

a) AWPA C31 inorganic boron may be used in protected locations.

B. Wood Design Values

1. Douglas Fir #2 (steel beam nailer)

a) Fb = 900 psi, Ft = 575 psi, Fv = 180 psi, Fc = 1,350 pi, E = 1,600,000 psi

2. Douglas Fir #1 (timbers)

a) Fb = 1,350 psi, Ft = 675 psi, Fv = 170 psi, Fc = 925 psi, E = 1,600,000 psi

3. Hem Fir #2 (bearing walls and studs, uno)

a) Fb = 850 psi, Ft = 525 psi, Fv = 150 psi, Fc = 1,300 psi, E = 1,300,000 psi

4. Roof sheathing shall be 19/32" O.S.B., Structural 1, unblocked. Nailing pattern =10d common nails @ 6" o.c. edges and 12" o.c. field w/ edge supporting clips, UON.

5. Floor sheathing shall be 3/4" O.S.B. T & G, Structural 1, unblocked. Nailing pattern= 10d common nails @ 6" o.c. edges and 12" o.c. field, UON. OSB shall be glued toframing joists.

6. Wall sheathing shall be 7/16” O.S.B., Structural 1, blocked. Nailing pattern = 8d

common nails @ 6” o.c. edges and 12” o.c. field, UON.

7. Plywood backing panels for telephone and electrical equipment.

8. All pre-fab connectors (Simpson, etc.) shall be fully fastened using type, size andquantity specified by the manufacturer. All exterior connectors shall be galvanized.General contractor to submit connection schedule to architect/engineer prior toinstallation.

C. INSTALLATION

1. Exterior Wall Framing: 2-by-6-inch nominal size wood studs at 24 inches and 16inches o.c. per plan

2. Interior Partitions Framing: 2-by-6-inch nominal and 2-by-4-inch nominal size woodstuds at 16 inches o.c. per plan.

D. FASTENING

1. All fastening to be in accordance with IBC 2009 Fastening Schedule Table 2304.9.1,UON.

VII. PREFABRICATED WOOD TRUSSES

A. Engineering design drawings bearing the seal of the Registered Engineer preparing thedesign shall be provided to the Engineer for approval.

B. Truss designs shall be in accordance with the latest version of ANSI/TPI1 National DesignStandard for Metal Plates Converted Wood Construction, a publication of Truss Plate Instituteand generally accepted engineering practice.

C. Design for loads shown. Limit total deflection to L/240. Limit total deflection to L/480 forbrittle finishes.

D. Delivery, handling, and erection of trusses shall be in accordance with the “TPI Quality

Standard for Metal Plate Connected Wood Trusses,” published by Truss Plate Institute.

E. It is the responsibility of the installer to select the most suitable method and sequence ofinstallation available to him which is consistent with the plans and specifications and such otherinformation which may be furnished to him prior to installation. Trusses may be installed either byhand or by mechanical means. The method generally depends upon the span of the trusses,their installed height above grade, and/or the accessibility or availability of mechanical installationequipment (such as a crane or forklift). The installer should be knowledgeable about the trussdesign drawings, truss placement plans, and all notes and cautions thereon.

F. Temporary or installation bracing is the responsibility of the installer. Temporary bracing

should remain in place as long as necessary for the safe and acceptable completion of the roofor floor and may remain in place after permanent bracing is installed.

G. Trusses shall not be modified on-site. Do not cut truss chords or webs or modify trusses inany way during construction.

VIII. ENGINEERED WOOD PRODUCTS

A. Structural Composite Lumber

1. Structural composite lumber shall have a current product evaluation report from theInternational Code Council (ICC) Evaluation Services. Structural glued laminatedtimber (glulam) shall be manufactured per standard ANSI 190.1.

2. Structural composite lumber grades shall be as follows

a) Boise Cascade

(1) LVL, PSL (ESR 1040):(a) VERSA-LAM 2.0 3100

B. Wood I-Joists

1. Wood I-joists shall have a current product evaluation report from the InternationalCode Council (ICC) Evaluation Services. Wood flanges shall be laminated veneerlumber or machine stress rated sawn lumber. Joists shall have solid, continuous websconsisting of structural rated wood panels.

2. Cross bridging and/or bracing shall be provided per manufacturer'srecommendations. Blocking and/or bracing should be installed as erection proceedsand temporary bracing installed to maintain alignment and prevent lateral movementuntil sheathing is fastened to flanges.

3. Wood I-Joists series shall be as follows (category dictated by design loads and spanlengths as indicated on plan)

a) Boise Cascade (ESR 1336)

(1) Category 1: BCI 5000 1.7

(2) Category 4: BCI 60 2.0

C. Engineered Wood Provisions

1. Contractor shall be responsible for proper installation per detailed installationsuggestions and guidelines of the manufacturer.

2. Contractor shall notify the project engineer prior to enclosing the beams and joists toprovide opportunity for observation of the installation.

3. Manufacturer shall warrant all products specified to be free from manufacturing erroror defects in workmanship and materials.

4. Temporary construction loads which cause stresses beyond the product's designlimits are not permitted.

5. All framing hardware must be the type specified by the engineered wood productsmanufacturer for the product and approved by the hardware manufacturer forinstallation.

6. Joists and beams shall be erected and installed in accordance with the following:

a) No building, structure, or part thereof, or any temporary support or scaffoldingin connection therewith shall be loaded in excess of its designed capacity.

b) Bracing.

(1) Joists and beams shall be braced laterally and progressively duringconstruction to prevent buckling or overturning.

(2) The first member shall be plumbed, connected, braced and/or guyedagainst shifting before succeeding members are erected and secured to it.

(3) The total system shall be adequately braced and stabilized to thefoundation, to suitable anchors buried in the ground, or by other equivalentmethod(s).

(4) Beams and other material being lifted and placed by cranes or otherhoisting apparatus shall not be released from the crane or hoisting apparatusuntil the person detaching the load has verified that the load has beensecured or supported to prevent inadvertent movement.

7. All engineered wood products shall be protected from the weather duringconstruction. Wood I-joists shall be stored in a vertical orientation.

8. Wood I-joist flanges may NOT be notched or cut. All holes in engineered woodproducts are only as detailed by the manufacturer or as approved by the projectengineer.

9. Minimum bearing lengths shall be as specified per the design calculations. Bearingacross the full width of the beam or joist is required.

Outline Specifications

S-003

9.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

R E V I S I O N S

DRAWN BY

SCALE

DATE

ATK

IN O

LSH

IN S

CH

AD

E A

RC

HIT

EC

TS

ME

P -

Co

nsu

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g E

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6100

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. 205

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.279

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6C

onta

ct:

3/4" = 1'-0"S-0041

4" THICK CONCRETE SLAB w/ #3 BARS@ 16" O.C. EACH WAY

SLAB ON GRADE KEY COLD JOINT AT ENTIREPERIMETER OF SLOPED SLAB AREA

STEP DOWN BOTTOM OF SLAB BY 1" TOPRODUCE A 5" THICK SLAB

SLOPE SLAB 1/8" PER FOOT TO DRAINLOCATION

IN-SLAB FLOOR DRAIN BY PLUMBINGCONTRACTOR

1/8" PER FOOT

INTERIOR PARTITION WALLS PER PLAN

INTERIOR DEPRESSED SLAB

4"1" 8"

NOTE:ALL "ADDED" BARS TO MATCHSTANDARD FOOTING BARS

BOTTOM OF FOOTING TO BE A MINIMUMOF 32" BELOW ADJACENT GRADE

FOOTING REINFORCING- PER PLAN AND DETAILS

MATCH Z-BARS WITH STANDARDHOOK AT EACH END (TYP)

30

1'-0"MIN.

3/4" = 1'-0"S-0042 STEPPED FOOTING

1'-0

"

2"

4"

C.J., SEE PLAN TYP.

ADD (2) #4 x 3'-0" REBAR CENTERED ATALL LOCATIONS IN SLAB WHERE A C.J.DISCONTINUES

ADD (2) #4 x 3'-0" REBARAT RE-ENTRANTCORNERS TYP.

PERIMETERFOUNDATION STEMWALL PER PLANS

3/4" = 1'-0"S-0043 SLAB ON GRADE CRACK CONTROL

PRE-MOLDED ISOLATION JOINT

ISOLATION JOINT

1/2"

CUT BARS AT JOINT

KEYED COLD JOINT AT TERMINATION OF POUR

SAWCUT JOINT FILLED AND SEALED w/ WATERPROOF MATERIAL.MIN. SAWCUT = 25% OF DEPTH OF SLAB

PRE-MOLDED ISOLATION JOINT

KEYED KOLD / CONSTRUCTION / CONTROL JOINT

CONTROL JOINT - SLAB ON GRADE

ISOLATION JOINT

3/4" = 1'-0"S-0044 SLAB ON GRADE JOINT TYPES

REINFORCED CONCRETE SLAB, SEE PLAN FOR REQUIREMENTS

GRANULAR BASE COURSE PER THE REQUIREMENTS SHOWN INTHE GEOTECHNICAL ENGINEERING STUDY

COMPACTED STRUCTURAL FILL PER THE REQUIREMENTSSHOWN IN THE FOUNDATION PREPARATION SECTION OF THEGEOTECHNICAL ENGINEERING STUDY

3/4" = 1'-0"S-0045 SLAB ON GROUND

3" C

LR

8"

2'-0" MIN

#4 BARS HORIZ CONT. @ STAIR NOSE

#4 BARS @ 16" O.C. EACH WAY

TURNED DOWN MONOLITHIC CONC SLABFOOTING w/ (1) #4 BAR CONT. T&B AND #4VERTS @ 16" O.C.

MAINTAIN FOOTING DEPTH FORREQUIRED FROST PROTECTION

PE

R A

RC

HS

6 5/8"

3/4" = 1'-0"S-0046 MONOLITHIC CONCRETE STAIRS ON GRADE

48 D

IA L

AP

48 DIA LAP48 DIA LAP

48 DIA LAP

MATCH HORIZ-BARS, MIN LAP =48 BAR DIA., STANDARD HOOKAT EACH END (TYP)

FOOTING REINFORCING -SEE RELEVANT DETAILS

NOTE: ALL "ADDED" BARS TOMATCH STANDARD FOOTINGBARS

3/4" = 1'-0"S-0047 FOOTING CORNER AND INTERSECTION REINFORCING

3/4" = 1'-0"S-0048 SLOPED RIPPER TO TOP OF JOIST

3/4" = 1'-0"S-0049 BUILT-UP 2x COLUMN

NO. OF P

LYS

1 1/2" EDGE DIST.

3 1/

2" E

ND

DIS

T.

CO

LUM

N L

EN

GTH

8" T

YP

. SP

AC

ING

SDW SCREW INSTALLED FROM OTHER SIDE

SDW SCREWS, SIZE PER TABLE BELOW

SDW SCREW SCHEDULE

2-PLY SDW22300 (3")

3-PLY SDW22438 (4-3/8")

4-PLY SDW22600 (6")

3/4" = 1'-0"S-00410 SHEAR WALL HOLD DOWN

DOUBLE 2x STUD @ HOLD DOWNLOCATION

5/8" DIA SILL ANCHORS @ 48" O.C., EMBED7" MIN

HOLD DOWN PER PLAN w/ 5/8" DIA. ASTMF1554 Gr.36 TH. ROD PER PLANNOTE:AT INTERIOR THICKENED SLABS, EPOXYGROUT 8" MAXIMUM DEPTH

CONCRETE STRIP FOOTING ORTHICKENED SLAB PER PLAN

19/32" OSB w/ 10d COMMON NAILS @ 6"O.C. EDGES AND 12" O.C. FIELD

PREMANUFACTURED TRUSS PER PLAN

SIMPSON DTC CLIP @ EACH TRUSS,INSTALL w/ 1/2" GAP

2x NON-LOAD BEARING WALL

3/4" = 1'-0"S-00411 TRUSS TO INTERIOR NON-LOAD BEARING WALL

1/4"12"

Typical Details

S-004

9.30.2015

-

RevisionDate

RevisionNumber

RevisionDescription

R E V I S I O N S

DRAWN BY

SCALE

DATE

ATK

IN O

LSH

IN S

CH

AD

E A

RC

HIT

EC

TS

ME

P -

Co

nsu

ltin

g E

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A

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ciates, In

c.,

6100

Indi

an S

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, Ste

. 205

Alb

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, NM

871

10

Tel.

505

.814

.279

6C

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ct:

LAN

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1300

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.983

.141

5C

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.323

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6100

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871

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.814

.279

6C

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6' -

3"

5' -

8 1

/2"

14' -

0 1

/4"

2' - 1 1/8"7' - 11 3/8"6" 29' - 1 1/8"

1' -

4"

6"

2' -

0"

1' - 4"

6"20' - 5 1/4" 3' - 0"

6"

10' - 0 1/4" 2' - 0" 2' - 4" 7' - 4"

1' - 4"

6"

8' - 8"

2' - 0"

8' - 1 7/8" 3' - 0"

11' - 6 3/8" 3' - 0"

6"

1' -

4"

3' -

0"

1' -

4 5

/8"

1' -

4"

1' -

5 1

/8"

3' -

0"

3' -

2 1

/2"

3' -

0"

5' -

11 1

/2"

6"

1' - 4"

10 1/2"

2' - 0"

4' -

0"

15' -

3"

6"

4' - 0"

6" 6"

1' -

10 1

/4"

16" WIDE STRIP FOOTINGw/ (2) #4 BARS CONT.

6" CONT. CONC. STEM WALL

C.J.

C.J

.

4" CONC. SLAB w/ #3 BARS @ 16"O.C.E.W. 3,000psi STRENGTH @ 28DAYS, TYP @ ENTIRE INTERIOR SLAB

(2) #4 x 3'-0" REINF BARSTYP @ ALL RE-ENTRANTCORNERS

8" TURNDOWN w/ #4 BARS @ 12"O.C. HORIZ, CONT. THROUGH FTG

4" CONC. SLAB w/ #3 BARS @16" O.C.E.W. 4,000psi STRENGTH@ 28 DAYS, AIR ENTRAIN 6%

C.J.

C.J. C.J.



C.J.

C.J

.

C.J

.C

.J.

C.J.C.J.

2' x 2' x 30" SPOT FOOTINGw/ (3) #4 BARS E.W. T&B

ADDITIONAL SLAB REINFORCING AT ALLCOLUMN LOCATIONS AS INDICATED:

#4 x 3'-0" LONG LEG LENGTH HAIRPINSAND(2) #4 x 3'-0" BARS AS SHOWN FORCRACK WIDTH CONTROL

10-1/2" CONT. CONC. STEM WALL

3'-0" x 3'-0" FOOTING w/ (4) #4 BARS E.W.


3'-0" x 3'-0" x 12"THICKENED SLAB FTGw/ (4) #4 BARS E.W.


6" STEM EXTENSION EACH SIDE


3'-0" x 3'-0" x 12"THICKENED SLAB FTGw/ (4) #4 BARS E.W.

24" WIDE THICKENEDSLAB w/ (3) #4 BARSCONT. (TYP)

24" WIDE THICKENED SLABw/ (3) #4 BARS CONT. (TYP)

2' -

0"

4' -

4 1

/4"

9 3/8"

3' - 0"

15' - 3" 3' - 0"

39' - 7 5/8"



SIMPSON HDU5-SDS2.5 TO DOUBLE STUD w/ 5/8" DIATHREADED ROD, EPOXY GROUTED 12" MIN TO STEM

1

S-301

2

S-301

3

S-301

4

S-301

6

S-301

5

S-301

SEE DETAIL 2/S-101 FOR ALTERNATEEND WALL CONDITION

SEE DETAIL 3/S-101 FOR ALTERNATEPARTY WALL CONDITION

17' -

9"

19' -

6 3

/4"

33' -

7"

3' -

0"

3' - 0"

1' - 4"

6"



3'-0" x 3'-0" FOOTINGw/ (4) #4 BARS E.W.

STUD PACK BEARING LOCATION

17' -

9 1

/4"

2' - 0"

10 1/2"

10-1/2" CONT. CONC.STEM WALL


OUTSIDE EDGE OFCONC SLAB AT PORCH

PARTY WALL AT SHAREDPORCH LOCATIONS



DO

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Conta

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1/4" = 1'-0"

Foundation PlanPods 1 & 2

S-1019.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1

Foundation Plan

1/4" = 1'-0"2

ALTERNATE FOUNDATION AT END WALL CONDITION

1/4" = 1'-0"3

ALTERNATE FOUNDATION AT PARTY WALL CONDITION

110.1.15










C.J.

C.J

.

(2) #4 x 3'-0" REINF BARS


C.J.C.J

.

C.J.

C.J

.

C.J.

C.J

.C

.J.

C.J

.

C.J. C.J.

(2) #4 x 3'-0" REINF BARS(2) #4 x 3'-0" REINF BARS

(2) #4 x 3'-0" REINF BARSTYP @ ALL RE-ENTRANT CORNERS

4" CONC. SLAB w/ #3BARS @ 16" O.C.E.W.4,000psi STRENGTH @ 28DAYS, AIR ENTRAIN 6%




8" TURNDOWN w/ #4 BARS@ 12" O.C. HORIZ, CONT.THROUGH FTG

C.J

.

C.J.





10-1/2" CONT. CONC. STEM WALL




2' - 0"2' - 0"

1' - 4"

1' - 4"

1' -

4"

1' -

4"

1' -

4"

1' -

4"




42' -

3"

12' -

3"

30' -

0"

8"1' -

1 3

/4"

2' -

0"

11 3/8"

3' - 0"

78' - 10 1/2"

19' - 9 3/8" 10' - 8" 16' - 2 3/8" 16' - 0 1/4" 16' - 2 1/2"

10' -

10

1/2"

3' -

0"

9 3/

8"

11' -

0"

10' -

10

1/2"

3' -

0"

1' -

9 1

/8"

10' -

10

1/2"

11' -

0"

3' -

0"

1' -

9 1

/8"

10' -

10

1/2"

30' -

0"

12' -

3"

42' -

3"

3' - 0"

2' - 3 3/4"

2' -

0"

1' -

1 3

/4"

13' - 1 5/8" 11' - 1"5' - 2" 25' - 1 7/8" 11' - 1 7/8" 13' - 2 1/8"

2' - 5 1/8"

3' - 0"

12' -

3"

1"

1" 1" 1"

1 1/2"

1 1/

2"

1 1/

2"

12' -

4"

5' - 3"

6"

12' -

4"

11' - 2 1/2"

2' -

0"

10' -

11

3/4"

6"

9' -

3"

3' -

4"

2' -

0"

1' -

3"

6"

13' - 5 3/8" 2' - 0" 8' - 8 1/2"

6"

2' -

0"

10' -

10

3/4"

6"

2' -

0"

10' -

10

3/4"

6" 8"

8"

8"

7' - 0 1/8" 2' - 0" 7' - 0 1/8"

8' - 0 7/8"

10 1/2"

8' - 0 7/8"10' - 8"

10 1/2" 1 1/2"

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1/4" = 1'-0"

Foundation Plan - Pod 3

S-1029/29/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1 Foundation Plan

110.1.15

1









(2) #4 x 3'-0" BARS AT RE-ENTRANT CORNERS, TYP


24" WIDE TH SLAB w/(3) #4 BARS CONT.

6' - 9"49' - 4 1/4"6' - 9"

18' -

3"

24' -

0"

4' -

0"

20' - 5 1/2"21' - 11 1/4"20' - 5 1/2"

4' -

0"

24' -

0"

18' -

3"

8"

8"

1' - 4"

6"

6"

10' -

8 3

/4"

2' -

0"

2' -

4 1

/2"

3' -

0"

3' -

0 1

/2"

3' -

0"

6' -

1 1

/2"

3' -

0"

7' -

11 3

/4"

6" 6"

C.J

.

C.J.

C.J.C.J.

C.J

.

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.

C.J

.

C.J

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.J.

C.J

.

C.J

.

C.J.

C.J.C.J. C.J.

1' -

4"

8"

8"

14' - 6"

6"1' - 1"

3' - 0"14' - 7 1/4"3' - 0"

C.J

.

C.J

.

C.J

.

3' - 0"14' - 7 1/4"3' - 0"

1' - 1"6"

14' - 6"

6"

1' - 4"

6"

10' -

8 3

/4"

2' -

0"

2' -

4 1

/2"

3' -

0"

3' -

0 1

/2"

3' -

0"

6' -

1 1

/2"

3' -

0"

7' -

11 3

/4"

6"

6"

6"

1' -

4"

1' -

4"

8"

8"

1' - 4"

6"

1' -

4"

1' -

4"

1' -

4"

8"

8"

1' - 1 7/8"

2' - 0"

2' -

0"

3"

1' - 10 3/8"

2' - 0"

2' -

0"

C.J

.

C.J

.

C.J.C.J.



3'-0"x3'-0"x12" TH. SLABw/ (4) #4 BARS E.W.




4" CONC. SLAB w/ #3 BARS @16" O.C.E.W. 4,000psi STRENGTH

@ 28 DAYS, AIR ENTRAIN 6%









10-1/2" CONT. CONC. STEM WALL2' - 0"

10 1/2"


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Conta

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1/4" = 1'-0"


S-1039/28/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1

Foundation Plan

110.1.15

6"2' - 0"6' - 10 5/8"

2' - 0"2' - 0"7' - 6 1/4"

6"

2' -

0"

1' -

4 5

/8"

2' -

0"

11' -

0"

2' - 0"

6' - 7 5/8"

2' - 0"2' - 0"

7' - 3"

2' - 0"

11' -

0"

6"

11' -

0"

11' -

0"

2' -

0"

11' -

1"

6"

13' - 0" 6"

5' - 4"

2' - 0"

1' - 4"

11' -

3"12

' - 5

"

6"

C.J. C.J.

C.J.

C.J

.

C.J

.

C.J.

C.J

.

C.J.

C.J.

C.J

.

C.J.

4" CONC. SLAB w/ #3 BARS@ 16" O.C.E.W. 4,000psiSTRENGTH @ 28 DAYS,AIR ENTRAIN 6%


4" CONC. SLAB w/ #3 BARS@ 16" O.C.E.W. 4,000psiSTRENGTH @ 28 DAYS,AIR ENTRAIN 6%


21' -

2"

10' -

6 1

/2"

19' - 4 1/2" 64' - 3 1/4" 9' - 8 1/2"

14' -

0 1

/2"

17' -

8"

29' - 8 1/2"39' - 0 1/4"24' - 7 1/2"

5' -

0"

5' -

0"

1' - 4"





4" CONC. SLAB w/ #3 BARS @ 16"O.C.E.W. 4,000psi STRENGTH @28 DAYS, AIR ENTRAIN 6%





1' -

4"1' -

4"1' - 4"

16" WIDE STRIP FOOTING w/ (2) #4 BARS CONT.


8" x 16" x CONT.THICKENEDSLAB EDGE

ADDITIONAL SLAB REINFORCING ATCOLUMN LOCATIONS AS INDICATED:






1' -

4"

8" x 16" x CONT.THICKENEDSLAB EDGE

8" TURNDOWN w/ #4 BARS@ 12" O.C. HORIZONTAL


6"

1' -

4"

1' - 4"

1' -

4"

1' -

4"



C.J. C.J. C.J. C.J. C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J.

C.J. C.J. C.J. C.J.

C.J. C.J.

C.J.C.J

.

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.C

.J.

C.J

.

C.J

.

C.J

.

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.C

.J.

C.J

.

C.J

.

C.J

.

C.J

.C

.J.

C.J

.

C.J

.








10-1/2" CONT.CONC. STEM WALL

2' - 0"

10 1/2"


6" CONT. CONC.STEM WALL

6" CONT. CONC.STEM WALL

6"

6"

9' -

3 1

/4"

2' -

0"

2' -

0 1

/4"


9' -

2 1

/8"


6"

1' - 4"

6"

10' -

8 1

/2"

14' -

2 1

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9' - 11 1/2"

19' - 6"

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S-1049/28/15

-

RevisionDate

RevisionNumber

RevisionDescription


110.1.15

1

1

MA

TCH

LINE

2/S 1.0

MA

TCH

LINE

1/S 1.04" CONCRETE SLAB ON GRADE w/

#3 BARS @ 16" O.C.E.W., 3,000psiSTRENGTH @ 28 DAYS, TYP @ENTIRE INTERIOR CONC. SLAB

1' -

4"

6"

1' -

4"

6"

3' - 5" 43' - 10" 31' - 11"

23' -

2 3

/4"

21' -

2 1

/2"

20' - 10" 41' - 4" 17' - 0"

27' -

2"

17' -

3 1

/4"

16' -

6"1' - 4"

6"

23' - 1 3/4"

2' - 0"

17' - 2 1/2"

2' - 0"

30' - 4 3/4"

6"

1' - 4"

C.J.

C.J

.

4" CONC. SLAB w/ #3 BARS @ 16"O.C.E.W. 4,000psi STRENGTH @28 DAYS, AIR ENTRAIN 6%, TYP @ENTIRE EXTERIOR CONC. SLAB

8" x 16" x CONT.THICKENED SLAB EDGE


8" TURNDOWN w/ #4BARS @ 12" O.C. HORIZ

154.07°


24" WIDE TH SLAB w/ (3) #4 BARS CONT.

(2) #4 x 3'-0" BARS AT RE-ENTRANTCORNERS, TYP



C.J.

C.J.

C.J. C.J.

C.J.C.J.

C.J. C.J. C.J.

C.J.

C.J

.C

.J.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

C.J

.

6"13' - 4 3/4"

2' - 0"16' - 10"

2' - 0"7' - 1 1/4"19' - 10"

6"

1' - 4"

2' -

0"

1' -

4"6"

2' -

0"

21' -

10

1/2"

6"


16" WIDE STRIP FOOTINGw/ (2) #4 BARS CONT.3' - 6 5/8"

2' -

0"

24" WIDE TH SLAB w/ (3) #4 BARS CONT.




1' -

4"

6"

8" 2' - 0"

2' - 0"

6' - 0"4' - 10 7/8"

7' -

7 1

/4"

6' -

0"

7"

4' -

2 3

/4"

3' -

0"

3' -

0"

8" TURNDOWN w/ #4 BARS@ 12" O.C. HORIZ, CONT.THROUGH FOOTING

8"

8"

C.J.

C.J.

C.J.





6" CONT. CONC. STEM WALL6" CONT. CONC. STEM WALL


C.J

.

C.J

.

C.J.


2' -

0"

15' -

11"

MA

TCH

LINE

2/S 1.0

MA

TCH

LINE

1/S 1.0

4" CONC. SLAB w/ #3 BARS @ 16"

O.C.E.W. 4,000psi STRENGTH @

28 DAYS, AIR ENTRAIN 6%, TYP @

ENTIRE EXTERIOR CONC. SLAB

8" x 16" x CONT.

THICKENED SLAB EDGE

C.J.

16" WIDE STRIP FOOTING

w/ (2) #4 BARS CONT.

8" TURNDOWN w/ #4 BARS @ 12" O.C.HORIZ, CONT. THROUGH FOOTING,TYP @ ENTIRE OUTSIDE PERIMETER

C.J.



4" CONC. SLAB w/ #3 BARS

@ 16" O.C.E.W. 3,000psi

STRENGTH @ 28 DAYS

C.J.

C.J.

C.J.

2'x2'x30" SPOT FTG

w/ (3) #4 BARS E.W.

6"

1' - 4"

6"1' - 4

"

6"

1' - 4"

6"

1' - 4"

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1/4" = 1'-0"

Foundation PlanCommunity Center

S-1059.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription


1/4" = 1'-0"2 Foundation Plan - Shed

110.1.15

1

11

1

1 1

1

(2)

2x8

HF

#2

4x6

HF

#2

@ 8

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.C.

(2) 2x8 HF #2

8x8

DF

-L #

1

8x8 DF-L #1 POST

11-7/8" BCI 5000-1.7 DF @ 16" O.C.

11-7/8" BCI 5000-1.7 DF @ 16" O.C.

11-7/8" BCI 5000-1.7 DF @ 16" O.C.

11-7/8" BCI 5000-1.7 DF @ 16" O.C.

11-7/8" BCI 5000-1.7 DF @ 16" O.C.

(2) 2x8 HF #2(2) 1-3/4 x 11-7/8 LVL 2.0 2800 DF

(2) 1-3/4 x 11-7/8 LVL 2.0 2800 DF

W10X39

5-1/4 x 11-7/8 LVL 2.0 3100 DF

5-1/4 x 11-7/8 LVL 2.0 3100 DF

BEARING WALL

BEARING WALL

BEARING WALL

BEARING WALLBEARING WALL

SIMPSON HDU5-SDS2.5 TO DOUBLE STUD w/ 5/8" DIA.THREADED ROD, EPOXY GROUTED w/ 12" EMBED TO STEM

FIREWALL ASSEMBLY, (SEE ARCH). FASTEN 5/8" GYP BOARDw/ 6d COOLER NAILS @ 4" O.C. EDGES AND FIELD

7/16" RATED OSB SHEATHING w/ 8d COMMON NAILS @ 6" O.C.EDGES AND @ 12" O.C. FIELD w/ PANELS APPLIEDPERPENDICULAR TO WALL FRAMING MEMBERS

5/8"GYPSUM BOARD w/ 6d COOLER NAILS @ 7" O.C. EDGESAND FIELD

SW1

SW2

SW

2

SW

2

SW

2

SW

2

SW1

SW

1

SW1

1

S-402 4

S-402

6x6 HF #2 POST

3

S-402

2

S-402

5

S-402

11-7/8" BCI 5000-1.7 DF @ 24" O.C.

(2) 2x8 HF #2 (2) 2x8 HF #2

(2) 2x8 HF #2

(2) 2x8 HF #2 (2) 2x8 HF #2

(2) 2x8 HF #2

11-7/8" BCI 5000-1.7 DF @ 24" O.C.

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1/4" = 1'-0"

Roof Framing PlanFloor Framing Plan

Pods 1 & 2

S-2019.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1 Floor Framing Plan

1/4" = 1'-0"2 Roof Framing Plan

110.1.15

1

(2) 2x8 HF #2



PRE-MFG TRUSSES @ 24" O.C.

PRE-MFG TRUSSES@ 24" O.C.


(2) 2x8 HF #2

(2)

2x8 H

F #

2

(2)

2x8 H

F #

2

(2) 2x8 HF #2

8x8 H

F #

2

8x8 HF #2 POST

8x8 HF #2 POST

8x8 H

F #

2

TRUSS DEPTH ATTHIS END = 14"

10' -

6 5

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(2) 2x8 HF #2(2) 2x8 HF #2(2) 2x8 HF #2



TRUSS GIRDER

(2)

2x8 H

F #

2

(2)

2x8 H

F #

2

(2)

2x8 H

F #

2

8x8 HF #2 POST

8x8 H

F #

2

8x8 HF #2


18' -

10 3

/8"

10' -

6 5

/8"

11' -

11 5

/8"

PRE-MFGTRUSSES@ 24" O.C.





8x8 HF #2(2) 2x8 HF #2

(4) 2x6 STUD POST (4) 2x6 STUD POST

SLO

PE

1/4

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ER

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SLO

PE

1/4

"P

ER

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OT

4x6 H

F #

2@

8"

O.C

.

4x6 H

F #

2@

8"

O.C

.

4x6 H

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2@

8"

O.C

.

SLO

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1/4

"P

ER

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1/4

"P

ER

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1/4

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1/4

"P

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FO

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(2) 2x8 HF #2

(2)

2x8 H

F #

2

(4) 2x6STUD POST

(4) 2x6 STUD POST (4) 2x6 STUD POST(4) 2x6 STUD POST

30' -

8 3

/4"

BEARING WALL (2) 2x8 HF #2(2) 2x8 HF #2BEARING WALL

(2)

2x8 H

F #

2

(2)

2x8 H

F #

2

4x6 H

F #

2@

8"

O.C

.

4x6 H

F #

2@

8"

O.C

.

4x6 H

F #

2@

8"

O.C

.

BEARING WALL

BEARING WALL (2) 2x8 HF #2 (2) 2x8 HF #2 (2) 2x8 HF #2

(2)

2x8 H

F #

2

(2) 2x8 HF #2

TRUSS GIRDERTRUSS GIRDER TRUSS GIRDER

DO

MIN

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Conta

ct:

1/4" = 1'-0"

Roof Framing Plan - Pod 3

S-2029/29/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1

Roof Framing Plan

110.1.15

(2) 2x8 HF #2 BOX HDR

TRUSS GIRDERPRE-MFG TRUSSES @ 24" O.C.



SW1

SW1

SW

1S

W1




(3) 2x6 HF #2 STUD JAMB

8x8 DF-L #1 BEAM

8x8 DF-L #1 POST

8x8 DF-L #1 BEAM

8x8 DF-L #1 BEAM

8x8 DF-L #1 POST

8x8 DF-L #1 BEAM

TRUSS DEPTH ATTHIS END = 25 3/8"




(4) 2x4 HF #2STUD POST@ EACH END



TRUSS GIRDER

BRG WALL

BRG WALL

BRG WALL

8x8 DF-L #1 BEAM

TRUSS GIRDER

(3) 2x6 HF #2 STUD JAMB

8x8 DF-L #1 BEAM

8x8 DF-L #1 POST

8x8 DF-L #1 BEAM

8x8 DF-L #1 POST

8x8 DF-L #1 BEAM

TRUSS GIRDER

(2) 2x8 HF #2 BOX HDR (2) 2x8 HF #2 BOX HDR




SW1

SW

1S

W1

SW1




PRE-MFGTRUSSES

@ 24" O.C.

(4) 2x4 HF #2STUD POST

@ EACH END

PRE-MFGTRUSSES

@ 24" O.C.

BRG WALL

BRG WALL

(2)1 3/4x9 1/2 LVL 2.0 2800 DF(2)1 3/4x9 1/2 LVL 2.0 2800 DF

(2) 2x8 HF #2 BOX HDR(2) 2x8 HF #2 BOX HDR





SW1

SW2

SW

2

SW

2

SW

2

SW

2

3

S-4013

S-401

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14.2

796

Conta

ct:

1/4" = 1'-0"

Roof Framing Plan - Pod 4

S-2039/28/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1

Roof Framing Plan

110.1.15

2' - 0"

(2) 2x8 HF #2 (2) 2x8 HF #2

(2)

2x8

HF

#2

(2) 1-3/4 x 11-7/8 VL 2.0 2800 DF(2) 2x8 HF #2

MITEK PRE-MFG TRUSSES @ 24" O.C.

(2) 1-3/4 x 11-7/8 VL 2.0 2800 DF

(2)

2x8

HF

#2

(2) 2x8 HF #2

(2) 2x8 HF #2

TRUSS GIRDER

8x8

DF

-L #

1

8x8 DF-L #1

SW1SW1SW1

SW1 SW1

SW1 SW1

SW1 SW1

SW1 SW1

SW1

SW

2

SW

1

SW

1S

W1

SW

1S

W1

SW

1

SW

2(2) 2x8 HF #2

SEE UPPER ROOF FRAMING PLAN

(2) 2x8 HF #2

2' - 0"

5 6 78 9

10

A

B

C

D

E

F

1 2 3 4

4x6

HF

#2

@ 8

" O

.C.

8x8 DF-L #1 POST8x8 DF-L #1 POST

8x8 DF-L #1

4x6

HF

#2

@ 8

" O

.C.

4x6

HF

#2

@ 8

" O

.C.

8x8

DF

-L #

1

SW1

2x6 HF #2@ 24" O.C.

8x8 DF-L #1 POST8x8 DF-L #1 POST

4x6

HF

#2

@ 8

" O

.C.

4x6

HF

#2

@ 8

" O

.C.

4x6

HF

#2

@ 8

" O

.C.

TRUSS GIRDER

SIMPSON THA413 HGR

TRUSS GIRDER

(2) 2x8 HF #2S

W2

SW

2

SW

2

SW2

SW

2

SW2 SW2

SW

2

SW2

SW

2

SW

2

SW

2SEE UPPER ROOF FRAMING PLAN

25' -

10

7/8"

10' -

4 1

/8"

15' -

6 3

/4"

TRUSS DEPTH ATTHIS END = 20-1/2"


(2) 2x8 HF #2 (2) 2x8 HF #2 (2) 2x8 HF #2 (2) 2x8 HF #2

(2)

2x8

HF

#2

8x8

DF

-L #

1

8x8

DF

-L #

1

8x8 DF-L #1

8x8 DF-L #1

(2)

2x8

HF

#2

(2) 2x8 HF #2(2) 2x8 HF #2(2) 2x8 HF #2(2) 2x8 HF #2

(2)

2x8

HF

#2

8x8

DF

-L #

1

8x8

DF

-L #

1

8x8 DF-L #18x8 DF-L #1

(2) 2x8 HF #2

8x8

DF

-L #

1

8x8

DF

-L #

1

8x8 DF-L #1 POST

8x8 DF-L #18x8 DF-L #1

8x8

DF

-L #

1

8x8 DF-L #1 POST

8x8 DF-L #1





SW1

SW2

3

S-401

2x6 HF #2@ 24" O.C.

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1/4" = 1'-0"

Roof Framing Plan Low -Pod 5

S-2049/28/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1 Roof Framing Plan - Low

110.1.15

1 1

5 6 78 9

10

A

B

C

D

E

F

1 2 3 4

(2) 2x6 HF #2 BOX HDRAT HIGH WINDOWSSW1 SW1

SW1 SW1 SW1 SW1

SW1

SW

1S

W1

SW

1S

W1

1-3/4 x 11-7/8 VL RIMBOARD

1-3/4 x 11-7/8 VL RIMBOARD

11-7/8 BCI 60-2.0 DF @ 24" O.C.

SIMPSON HUC3511

SIMPSON HUC3511

11-7/8 BCI 60-2.0 DF @ 24" O.C.

SIMPSON HUC3511

SIMPSON HUC3511

SW

2

SW2

SW

2

(2) 2x6 HF #2 BOX HDRAT HIGH WINDOWS





SW1

SW2

1

S-401

SIMPSON HU3511

2

S-401

SIMPSON HU3511

SIMPSON HU3511

SIMPSON HU3511

SIMPSON HUC3511

SIMPSON HUC3511

SIMPSON HU3511

SIMPSON HU3511

SIMPSON HUC3511

SIMPSON HUC3511

SIMPSON HU3511

SIMPSON HU3511

1

S-401

2

S-401

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1/4" = 1'-0"

Roof Framing Plan High -Pod 5

S-2059/28/15

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1 Roof Framing Plan - High

110.1.15

11

11

1 1

1 1

SW1

SW

1

8x8 DF-L #1 BEAM (TYP @ ALL)

8x8 DF-L #1 POST (TYP @ ALL)

8x8 DF-L #1 BEAM

8x8 DF-L #1 POST



PRE-MFG TRUSSES @ 24" O.C. PRE-MFG TRUSSES @ 24" O.C. PRE-MFG TRUSSES@ 24" O.C.

PRE-MFG TRUSSES @ 24" O.C. PRE-MFG TRUSSES @ 24" O.C.

(2) 2x8 HF #2 BOX HDR..

(2) 2x8 HF #2 BOX HDR..

.(2) 2x8 HF #2 BOX HDR.(2) 2x8 HF #2 BOX HDR

.(2) 2x8 HF #2 BOX HDR

(2) 2x8 HF #2 BOX HDR(2) 2x12 HF #2 BOX HDR(2) 2x8 HF #2 BOX HDR

MA

TCH

LINE

2/S 2.0

MA

TCH

LINE

1/S 2.0

SW1

SW1

SW

2

SW2


SW2 SW2 SW2

SW

2

SW1

SW

2

SW2 SW1 SW1

.


4x6 HF #2 @ 16" O.C.

4x6 HF #2 @ 16" O.C.




SW1

SW2

MA

TCH

LINE

2/S 2.0

MA

TCH

LINE

1/S 2.0

8x8 DF-L #1 BEAM (TYP @ ALL)

8x8 DF-L #1 POST (TYP @ ALL)


4x6 HF #2 @ 16" O.C.

SW1



SW1

SW1

SW1

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1/4" = 1'-0"

Roof Framing PlanCommunity Center

S-2069.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

1/4" = 1'-0"1 Roof Framing Plan - Communtiy Center

1/4" = 1'-0"2 Roof Framing Plan - Maintenance Shed

110.1.15

1

1' -

0"

1' -

6"

6"

MIN

2' -

0"

MIN

3"

CLR

3" CLR1' - 4"

2x6 HF #2 @ 16" O.C.

7/16" OSB w/ 8d COMMON NAILS@ 6" O.C. EDGES, 12" O.C. FIELD

4" SLAB PER PLAN

1/2" EXPANSION JOINT

5/8" DIA SILL ANCHORS @48" O.C., EMBED 7" MIN

2x P.T. PLATE

2" CLR

(1) #4 BAR CONT. T&B

#4 DOWELS @ 24" O.C.

#4 BARS TRANS. @ 24" O.C.AND (2) #4 BARS CONTINUOUS

2' - 0" LAP MIN

2' -

0"

6"

MIN

8"

3"

CLR

4" SLAB PER PLAN

#4 BARS @ 16" O.C., LAP BAR24" MIN INTO SLAB

(1) #4 BAR CONTINUOUS T&B

2' - 0" LAP MIN

2' -

0"

6"

MIN

8x8 HF #2 POST



3"

CLR

4" SLAB PER PLAN

5/8" DIA ASTM F1554 Gr.36 TH.ROD, EMBED 12" MIN INTOCONCRETE, 16" INTO COLUMN

1" NONSHRINK GROUT

ADD (3) #4 BARS E.W. BOTTOM2' - 0"

3" CLR

2x HF #2 STUDS @ 16" O.C.

5/8" GYPBOARD w/ 6d COOLERNAILS @ 7" O.C. EDGES AND FIELD

4" SLAB PER PLAN

5/8" DIA ANCHOR BOLTS @ 48" O.C.,EMBED 7" MIN

2x P.T. PLATE

1' -

0"

3" CLR3"

CLR

2' - 0"


2' -

0"

6"

MIN

8x8 HF #2 POST,EMBED 12" INTOCONCRETE



3"

CLR

4" SLABPER PLAN

5/8" DIA ASTM F1554 Gr.36 TH.ROD w/ NUT @ EACH END

ADD (3) #4 BARS E.W. BOTTOM

6"

2' - 0"

3" CLR

1' -

0"

3" 7 1/2" 3"4"

6"

24" WIDE TURNDOWN FOOTING

8x8 HF #2 POST, EMBED12" INTO CONCRETE

5/8" DIA ASTM F1554 Gr.36 TH.ROD w/ NUT @ EACH END

24" WIDE TURNDOWN FOOTING

2x4 HF #2 STUDS @ 16" O.C. EACH SIDE

5/8" GYPBOARD PER PLAN

4" SLAB PER PLAN

5/8" DIA ANCHOR BOLTS @ 48" O.C.,EMBED 7" MIN

2x4 P.T. PLATE


1' -

0"2

' - 6

" M

IN 10 1/2"

2' - 0"

3"

CLR

3" CLR

2" H-CHANNEL, (SEE ARCH),FASTEN w/ PAF @ 12" O.C.

#4 DOWELS @ 24" O.C.

#4 CONTINUOUS BARS T&B

DO

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6100 India

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chool R

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te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

LA

ND

SC

AP

E A

RC

HIT

EC

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esig

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, 87505

Tel. 505.9

83.1

415

Conta

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Meyer

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Lu

ch

ini ▫ T

rujillo

Str

uctu

ral

En

gin

eers

, In

c.

1919 F

ifth

Str

eet, S

uite N

Santa

Fe, N

M 87505

Tel. 5

05.4

24.3

232

Conta

ct: A

nto

nio

E. Luchin

i, P

.E.

CIV

IL -

Co

nsu

ltin

g E

ng

ineers

Fo

rsg

ren

Asso

cia

tes, In

c.,

6100 India

n S

chool R

d N

E, S

te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

3/4" = 1'-0"

Foundation Details

S-3019.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

3/4" = 1'-0"1

TYPICAL STRIP FOOTING 3/4" = 1'-0"

2TYPICAL EXTERIOR TURNDOWN SLAB

3/4" = 1'-0"3

TYPICAL WIDENED TURNDOWN AT COLUMN 3/4" = 1'-0"

4TYPICAL INTERIOR THICKENED SLAB

3/4" = 1'-0"6

PERGOLA COLUMN - FIXED BASE CONNECTION 3/4" = 1'-0"

5TYPICAL FIRE WALL TO STEM ON FOOTING

2x RIPPER BLOCKING w/ 8d TOENAIL @ 6" O.C.

1-1/8" BOISE RIMBOARD. ATTACH TO BCI ENDSw/ INVERTED SIMPSON HU3511 w/ 16d NAILS,CLENCHED. FILL ALL ROUND HOLES.

WEB STIFFENER

19/32" OSB w/ 10d COMMON NAILS @6" O.C. EDGES AND 12" O.C. FIELD

2x RIPPER, INSTALL PER DET. 8/S-004

BCI JOISTS PER PLAN

BCI BLOCKING w/ 8d TOENAILS @ 6" O.C.

DOUBLE TOP PLATE

2x6 HF #2 @ 16" O.C.


OVERHANG PER PLAN

2x RIPPER BLOCKING w/ 8d TOENAIL @ 6" O.C.

1-1/8" BOISE RIMBOARD w/ (2) 8d COMMONNAILS TO JOIST FLANGES


2x RIPPER, INSTALL PER DET. 8/S-004

BCI JOISTS PER PLAN

BCI BLOCKING w/ 8d TOENAILS @ 6" O.C.

DOUBLE TOP PLATE

2x6 HF #2 @ 16" O.C.


OVERHANG PER PLAN


PREMANUFACTURED TRUSS GIRDER



SIMPSON HTU26 HANGER

1/4" 12"




SIMPSON H2.5A @ EACH TRUSS

1/4" 12"

PREMANUFACTURED TRUSS BLOCKING

2x HF #2 @ 16" O.C.

5/8" GYPBOARD PER ARCH

TRUSS PARAPET EXTENSION BY MANUF.



SIMPSON H2.5A @ EACH TRUSS

1/4" 12"


2x HF #2 @ 16" O.C.


2x10 HF #2 BLOCKING w/ 10d @ 6" O.C. TO 19/32" OSBAND 8d @ 6" O.C. TO 7/16" OSB

DOUBLE TOP PLATE

TRUSS PARAPET EXTENSION BY MANUF.




2x HF #2 @ 16" O.C., BALLOON FRAME TOFORM PARAPET


2x6 HF #2 BLOCKING w/ 8d COMMON NAILS@ 6" O.C. TO WALL SHEATHING

2x6 HF #2 LEDGER w/ (3) 16d COMMON NAILS@ EACH STUD AND 10d COMMON NAILS @6" O.C. TO ROOF SHEATHING

4x6 HF #2 JOISTS PER PLAN

3/8" DIA LAG SCREWS EACH JOISTINTO WOOD BEAM w/ 3" EMBED

2x6 BLOCKING

8x8 HF #2 BEAM



8x8 HF #2 BEAM

4"



8x8 HF #2 BEAM

8x8 HF #2 COLUMN

5"

MIN




10d COMMON NAILS @ 6" O.C.

2x HF #2 @ 16" O.C.


DOUBLE 2x TOP PLATE DO

MIN

GO

HO

US

ING

PR

OJE

CT

R E V I S I O N S

DRAWN BY

SCALE

DATE

AT

KIN

OLS

HIN

SC

HA

DE

AR

CH

ITE

CT

S

ME

P -

Co

nsu

ltin

g E

ng

ineers

Fo

rsg

ren

Asso

cia

tes, In

c.,

6100 India

n S

chool R

d N

E, S

te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

LA

ND

SC

AP

E A

RC

HIT

EC

Td

esig

n o

ffic

e1300 luis

a s

t. s

uite 2

4santa

fe, nm

, 87505

Tel. 505.9

83.1

415

Conta

ct: C

laudia

Meyer

Horn

, A

SLA

26 H

IGH

WA

Y 2

2 W

ES

TS

AN

TO

DO

MIN

GO

PU

EB

LO

, N

EW

ME

XIC

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7052

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NT

O D

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AU

TH

OR

ITY

ST

RU

CT

UR

AL

Lu

ch

ini ▫ T

rujillo

Str

uctu

ral

En

gin

eers

, In

c.

1919 F

ifth

Str

eet, S

uite N

Santa

Fe, N

M 87505

Tel. 5

05.4

24.3

232

Conta

ct: A

nto

nio

E. Luchin

i, P

.E.

CIV

IL -

Co

nsu

ltin

g E

ng

ineers

Fo

rsg

ren

Asso

cia

tes, In

c.,

6100 India

n S

chool R

d N

E, S

te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

3/4" = 1'-0"

Framing Details

S-4019.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

3/4" = 1'-0"1

CANTILEVER RIMBOARD CONNECTION 3/4" = 1'-0"

2TYPICAL CANTILEVER BCI ROOF FRAMING

3/4" = 1'-0"3

TRUSS TO TRUSS GIRDER CONNECTION 3/4" = 1'-0"

4PREFAB TRUSS TO INTERIOR BEARING WALL

3/4" = 1'-0"5

PREFAB TRUSS TO EXTERIOR BEARING WALL 3/4" = 1'-0"

6PREFAB TRUSS PARALLEL TO EXTERIOR WALL

3/4" = 1'-0"7

TYPICAL PERGOLA FRAMING TO BEAM 3/4" = 1'-0"

8TYPICAL PERGOLA JOIST FRAMING

3/4" = 1'-0"9

TYPICAL PERGOLA BEAM TO COLUMN 3/4" = 1'-0"

10INTERIOR SHEAR WALL PARALLEL TO TRUSSES

2x6 HF #2 @ 16" O.C.

(3) 10d STUD TO JOIST TOP & BOTTOM

3/4" PLY w/ 10d COMMON NAILS @ 6"O.C. EDGES AND 12" O.C. FIELD

DBL RIMBOARD BLOCK, FASTENTOGETHER w/ 10d COMMON NAILS @ 6"O.C. AND 8d TOENAIL TO PLATE @ 6" O.C.

DOUBLE TOP PLATE

2x4 HF #2 @ 16" O.C.

1" FIREBLOCK



DOUBLE TOP PLATE

11 3/4"

5/8" GYPBOARD PER PLAN

FIREWALL H-STUD SYSTEM PER ARCH


BCI JOIST FRAMING PER PLAN

FIREWALL H-STUD SYSTEM PER ARCH


JOIST BLOCKING w/ 8d COMMONNAILS @ 6" O.C. TO PLATE


DOUBLE TOP PLATE

2x6 HF #2 @ 16" O.C.

BCI JOISTS PER PLAN

1/4"

2x DF-L #2 NAILER w/ 1/2" THRUBOLTS @ 32" O.C., STAGGERED

3/4" PLY SHEATHING

W10x39

1/4" BENT PL w/ 3/4" DIA THRU BOLT

6x6 HF #2 POST

4 1

/2"

2x DF-L #2 NAILER w/ 1/2" THRUBOLTS @ 32" O.C., STAGGERED

3/4" PLY SHEATHING

W10x39

(2) 3/4" DIA A325 THRU BOLTS

PL 3-1/2" x 3/8" x 6"

3"3"3"

(6) 3/4" DIA THRU BOLTS

3/8" SADDLE PL

1 1

/2"

3"

1 1

/2"

1 1/2"

2"

DO

MIN

GO

HO

US

ING

PR

OJE

CT

R E V I S I O N S

DRAWN BY

SCALE

DATE

AT

KIN

OLS

HIN

SC

HA

DE

AR

CH

ITE

CT

S

ME

P -

Co

nsu

ltin

g E

ng

ineers

Fo

rsg

ren

Asso

cia

tes, In

c.,

6100 India

n S

chool R

d N

E, S

te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

LA

ND

SC

AP

E A

RC

HIT

EC

Td

esig

n o

ffic

e1300 luis

a s

t. s

uite 2

4santa

fe, nm

, 87505

Tel. 505.9

83.1

415

Conta

ct: C

laudia

Meyer

Horn

, A

SLA

26 H

IGH

WA

Y 2

2 W

ES

TS

AN

TO

DO

MIN

GO

PU

EB

LO

, N

EW

ME

XIC

O 8

7052

SA

NT

O D

OM

ING

O T

RIB

AL

HO

US

ING

AU

TH

OR

ITY

ST

RU

CT

UR

AL

Lu

ch

ini ▫ T

rujillo

Str

uctu

ral

En

gin

eers

, In

c.

1919 F

ifth

Str

eet, S

uite N

Santa

Fe, N

M 87505

Tel. 5

05.4

24.3

232

Conta

ct: A

nto

nio

E. Luchin

i, P

.E.

CIV

IL -

Co

nsu

ltin

g E

ng

ineers

Fo

rsg

ren

Asso

cia

tes, In

c.,

6100 India

n S

chool R

d N

E, S

te. 205

Alb

uquerq

ue, N

M 8

7110

Tel. 505.8

14.2

796

Conta

ct:

3/4" = 1'-0"

Framing Details

S-4029.28.2015

-

RevisionDate

RevisionNumber

RevisionDescription

3/4" = 1'-0"1

FLOOR FRAMING AT HAND RAIL 3/4" = 1'-0"

2FLOOR FRAMING AT FIRE WALL

3/4" = 1'-0"3

FLOOR FRAMING AT INTERIOR BEARING WALL 3/4" = 1'-0"

4WIDE FLANGE BEAM TO POST

3/4" = 1'-0"5

WIDE FLANGE BEAM TO LVL BEAM

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