GENERAL STRUCTURAL NOTES CONCRETE SCHEDULE POST …...1. Reinforcing bar detailing, fabricating, and placing shall conform to the latest edition of the following standards: Specifications

GENERAL

1. The structure has been designed for the in-service loads only. The methods, procedures, and sequences of construction are the responsibility of the Contractor. The Contractor shall take all necessary precautions to maintain and ensure the integrity of the structure at all stages of construction.

2. All work shall be performed in accordance with the Indiana Building Code, 2014 Edition (2012 International Building Code, first printing, with Indiana Amendments).

3. Do not determine dimensions by "scaling" off the plans. The Contractor shall accept all risk associated with "scaling" and shall be responsible for all inadequate work resulting therefrom. Questions regarding missing or conflicting dimensions shall be directed, in writing, to the Structural Engineer.

4. The location of sleeves or openings not shown in structural members shall be approved by the Structural Engineer.

5. The Contractor shall relocate all utilities which interfere with the proposed construction. Service shall be maintained at all times during utility relocation unless otherwise noted.

GENERAL STRUCTURAL NOTES All notes hereafter are typically applicable unless notes otherwise on plans, sections, or details.

FOUNDATIONS

1. Exterior footings shall bear 3'-0" minimum below finish grade and shall bear on undisturbed soil.

2. Foundation and soils related work shall be performed under the direct supervision of a qualified Geotechnical Engineer.

3. Foundation excavations shall be made to plan elevations. The Contractor shall have a qualified Geotechnical Engineer verify that the allowable soil bearing pressure meets or exceeds that assumed for the foundation design. If the underlying soils are found to be unacceptable, one of the following procedures shall be followed:

A. Remove the unacceptable soil and backfill with an engineered structural fill as directed by the inspecting Geotechnical Engineer.

B. Lower the footing to an acceptable soil. Contact the Structural Engineer for potential modifications to the foundation system.

4. Foundation conditions noted during construction, which differ from those assumed shall be reported to the Architect and Structural Engineer before further construction is attempted.

CONCRETE

1. Reinforced concrete has been designed in accordance with the latest edition[s] of the Building Code Requirements for Reinforced Concrete (ACI 318) by the American Concrete Institute (ACI).

2. Slabs-on-grade shall be constructed in accordance with the latest edition of the Guide for Concrete Floor and Slab Construction (ACI 302.1R).

3. Mixing, transporting, and placing of concrete shall conform to the latest edition of the Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete (ACI 211.1) and the Standard Specifications for Structural Concrete (ACI 301). Concrete curing shall conform to the latest editions of the Standard Practice for Concrete Curing (ACI 308) and the Standard Specification for Curing Concrete (ACI 308.1). In case of a discrepancy, the plans and specifications shall govern.

4. Unless noted otherwise, concrete shall have natural sand fine aggregate and normal weight coarse aggregates conforming to ASTM C33, and Type I or III Portland Cement conforming to ASTM C150.

5. Unless noted otherwise, fly ash may be used as a pozzolan to replace a portion of the Portland Cement in a concrete mix. Fly ash, when used, shall conform to ASTM C618, Type C. Concrete mixes using fly ash shall be proportioned to account for the properties of the specific fly ash used and to account for the specific properties of the fly ash concrete thus resulting. The ratio of the amount of the fly ash to the total amount of fly ash plus cement in the mix shall not exceed 20 percent.

6. Unless noted otherwise, ground granulated blast-furnace slag (GGBFS) may be used to replace a portion of the Type I Portland Cement in a concrete mix. Ground granulated blast-furnace slag, when used, shall conform to ASTM C989, Grade 100 or 120. Concrete mixes using GGBFS shall be proportioned to account for the properties of the specific GGBFS used and to account for the specific properties of the GGBFS concrete thus resulting. The ratio of the amount of the GGBFS to the total amount of GGBFS plus cement in the mix shall not exceed 40 percent.

7. Water-reducing admixtures conforming to ASTM C494 may be used in the concrete mix design. Maximum slump shall be 5 inches for mixes containing water-reducing admixtures and 5 to 8 inches for mixes containing high range water-reducing admixtures.

8. Concrete compressive strength tests shall be performed in accordance with ASTM C39. Copies of the test results shall be forwarded to the Architect and Structural Engineer. One set of specimens shall be taken for each day's pour of appreciable size and for each 50 cubic yards in accordance with the latest edition of ASTM C31. Each set shall include one specimen tested at 7 days, 2 specimens tested at 28 days and one specimen retained in reserve. These test cylinders shall be laboratory cured.

9. When the ambient temperature is expected to fall below 40 degrees during the course of a concrete pour or subsequent curing period, it shall be placed and cured in accordance with the latest edition of Cold Weather Concreting (ACI 306R) and an additional set of concrete test cylinders shall be made. These cylinders shall be stored immediately adjacent to, and cured under the same conditions as the building concrete. Special curing boxes are not permitted for these test cylinders.

10. Concrete mixed, transported, placed, and cured under conditions of high ambient temperature, low humidity, solar radiation, or high winds shall conform to the latest edition of Hot Weather Concreting (ACI 305R) and an additional set of concrete test cylinders shall be made. These cylinders shall be stored immediately adjacent to, and cured under the same conditions as the building concrete. Special curing boxes are not permitted for these test cylinders.

11. Slump tests shall be made prior to and following the addition of plasticizers. Where concrete is placed by pumping methods, concrete for test cylinders and slump tests shall be taken at the point of final placement.

12. Water shall not be added to the concrete at the job site. The Contractor is responsible for coordinating a pumpable and workable mix without the addition of water at the job site. The use of plasticizers, retardants and other additives shall be at the option of the Contractor subject to the approval of the Structural Engineer. Follow the recommendations of the manufacturer for the proper use of additives. Use of calcium chloride or other chloride bearing salts is prohibited.

13. Place concrete in a manner so as to prevent segregation of the mix. Delay floating and troweling operations until the concrete has lost surface water sheen or all free water. Do not sprinkle free cement on the slab surface. Finishing of slab surfaces shall conform to the latest editions of ACI 302.1R and ACI 304R (Guide for Measuring, Mixing, Transporting and Placing Concrete).

14. Maintain concrete in a moist condition for at least 5 days at ambient temperatures above 70 degrees, and at least 7 days at ambient temperatures above 50 degrees. Curing compounds or moisture retention covers shall be used for all non-formed surfaces. Formed surfaces shall be cured by leaving forms in place. During hot, dry weather, keep forms moist by sprinkling. When forms are removed prior to the end of the curing period, apply curing compound to the exposed surfaces.

15. All interior slabs shall receive a hard “troweled finish”. Exterior slabs, sidewalks, and stoops shall receive a “broom (or other type of slip resistant) finish”. All formed surfaces not exposed to public view shall receive a “rough form finish”, exposed surfaces shall receive a “smooth form finish”. Concrete finishes shall be as defined in ACI 301.

16. Protect finished concrete surfaces from damage, rain, hail, running water, other injurious effects.

17. Protect the concrete surface between finishing operations on hot, dry days or any time plastic shrinkage cracks could develop by using wet burlap, plastic membranes or fogging.

18. Construction joints shall be prepared by roughening the contact surface in an approved manner to a full amplitude of approximately 1/4 inch leaving the contact surface clean and free of laitance.

19. Contraction joints shall be made in concrete slabs-on-grade at major column centerlines, at points of discontinuity, at reentrant corners, and at other locations shown on the plans.

20. Provide 3/4-inch chamfers on all exposed corners of concrete except those abutting masonry.

21. The Contractor shall verify the location of sleeves, openings, embedded items, etc. and shall ensure that they are in place prior to the placement of the concrete.

22. Earth cuts may be used as forms (“bank forming”) for vertical or sloping surfaces. Where bank forming is permitted, the concrete element shall be increased at least 3 inches on all sides exposed to earth to account for possible soil contamination during concrete placement.

CONCRETE SCHEDULE

CONCRETE SCHEDULE

CLASS f ′ CONCRETE PLACEMENT

REMARKS

A 3,000 psiFOUNDATION WALLS

AND THICKNED SLABS

AIR CONTENT

OPTIONAL

B 4,000 psiELEVATED SLAB ON

METAL DECK

MIN. CEMENT:

LB/CY (SACKS/CY)

c

423 (4.5)

517 (5.5)

MAX. WATER/ CEMENT

RATIO

0.58

0.48

EXTERIOR SLABS-ON-GRADE, STOOPS,

CURBS, & SIDEWALKS EXPOSED TO DE-ICERS

611 (6.5) 0.40C 4,500 psi 6% ± 1% SYNTHETIC FIBERS

(1.5 LBS/CYS)

OPTIONAL

REINFORCING STEEL

1. Reinforcing bar detailing, fabricating, and placing shall conform to the latest edition of the following standards: Specifications for Structural Concrete for Buildings (ACI 301), ACI Detailing Manual (SP66). The latest editions of Concrete Reinforcing Steel Institute's Reinforcing Bar Detailing and Placing Reinforcing Bars may also be used.

2. Provide standard bar chairs, slab bolsters, spacers, etc. as required to maintain concrete protection specified. Reinforcing steel shall be tied to prevent displacement during concrete placement. Pulling up of welded wire fabric in slabs-on-ground is not permitted.

3. Reinforcement bars shall not be tack welded, welded, heated or cut unless otherwise indicated or approved by the Structural Engineer.

4. Welding of reinforcement bars, when approved by the Structural Engineer, shall conform to the latest edition of American Welding Society Standard D1.4. Electrodes for shop and field welding of reinforcement bars shall conform to ASTM A233, Class E90XX.

5. Concrete cover over reinforcement, unless otherwise noted, shall be as specified in the latest edition of ACI 318.

6. Unless noted otherwise, splicing of reinforcing bars shall conform to the latest edition of ACI 318. Where the length of lap is not indicated, provide a Class "B" lap at tension splices or 30 bar diameter compression laps at compression splices.

MASONRY

1. Engineered concrete masonry has been designed in accordance with the latest edition of the ACI Building Code Requirements for Masonry Structures (ACI 530/ASCE 5).

2. Concrete masonry construction shall conform to the latest edition of the ACI Specifications for Masonry Structures (ACI 530.1/ASCE 6).

3. Mortar shall be type N for interior non-load bearing walls. For exterior and load bearing walls, mortar shall be type M below grade and type S above grade. Mortar shall conform to the requirements of the latest edition of ASTM C270. Portland Cement-lime without air entrainment shall be used in the mortar mix.

4. Provide standard spacers, etc. as required to prevent reinforcing steel displacement during grout placement.

5. Provide reinforcing steel in vertical cores as indicated. In addition, provide reinforcing steel in vertical cores on each side of all openings and each corner of all walls. Grout cores with reinforcing steel solid.

6. Reinforcing steel lap splices in concrete masonry shall be as noted below unless otherwise noted. All splices shall be wired together.

7. Masonry cores (where specified) and bond beams shall be filled with coarse grout conforming to the requirements of the latest edition of ASTM C476 and having a minimum 28-day compressive strength of 3,000 psi, 3/4 inch maximum aggregate, and an 8 to 11 inch maximum slump.

8. The Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and construct all parts of the work in accordance with the drawings and specifications and shall submit one reproducible copy and one blue line copy to the Structural Engineer for review prior to fabrication. These shop drawings will be reviewed for design concepts only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work.

MASONRY REINFORCING STEEL LAP SPLICE SCHEDULE

f ′ = 1500 psi

BAR SIZE #3 #4

m

#5 #6 #7 #8

8" CMU

12" CMU

1'-7"

1'-7"

2'-7"

2'-7"

2'-7"

2'-7"

4'-9"

4'-4"

6'-7"

5'-1"

9'-5"

6'-3"

POST-INSTALLED EXPANSION/ADHESIVE ANCHORS

1. Post-installed anchors shall only be used where specified on the Construction Documents. The Contractor shall obtain approval from the Structural Engineer prior to installing the post-installed anchors in place of missing or misplaced cast-in-placed anchors.

2. Care shall be taken in placing post-installed anchors to avoid conflicts with existing reinforcing steel.

3. Post-installed anchors shall be installed by qualified personnel in accordance with the drawings and specifications.

4. Post-installed anchors shall be installed by qualified personnel in accordance with the Manufacturer’s Printed Installation Instructions (MPII), the drawings and specifications. Installation of adhesive anchors shall be performed by personnel trained to install adhesive anchors. Contractor shall submit installer training cards with anchor package.

5. Post-installed anchors shall be HILTI type as manufactured by HILTI Fastening Systems or approved equivalent. Substitution requests must be submitted by the Contractor to the Structural Engineer for review. Provide back-up technical data that demonstrates that the substituted product is capable of achieving the equivalent performance values (minimum) of the specified products using the appropriate design procedure and/or standard(s) as required by the building code.

6. The Contractor shall inspect the concrete surface at each proposed post-installed anchor location prior to installation. If the concrete is honeycombed, cracked or otherwise unsound, the anchors shall be repositioned so as to be located in sound material and be in accordance with the manufacturer’s minimum spacing and edge distance requirements.

7. Adhesive anchors shall be subject to the following additional requirements:

A. Anchors shall meet the requirements of ACI 355.2 (mechanical anchors) and ACI 355.4 (adhesive anchors).

B. Proof loading of adhesive anchors is not required.C. Anchors shall not be installed in concrete cured less than 21-daysD. Anchors shall not be installed until the concrete has reached a minimum compressive strength of

2,500 psi.E. Concrete temperature must be greater than 50 ˚F and less than 80 ˚F prior to installation of the

anchors unless otherwise permitted by the MPII.F. Anchors shall be installed in holes drilled with the HILTI Hollow Drill Bit (TE-CD (SDS Plus) or TE-YD

(SDS Max)) and HILTI VC 20/40 Vacuum (VC 20-U or VC 40-U). Follow the MPII for size and depth of holes required.

G. The acceptability of certification other than the ACI/CRSI Adhesive Anchor Installer Certification shall be the responsibility of the Structural Engineer.

H. Adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be continuously inspected during installation by an inspector specially approved for that purpose by the building official. The special inspector shall furnish a report to the licensed design professional and building official that the work covered by the report has been performed and that the materials used and the installation procedures used conform to the approved contract documents and MPII.

NON-SHRINK GROUT

1. Grout shall be a high early strength, non-metallic, shrinkage resistant (when tested in accordance with the latest edition of ASTM C827 or CRD-C621), premixed, non-corrosive, non-staining product conforming to the requirements of the latest edition of ASTM C1107 and containing Portland Cement, silica sands, shrinkage compensating agents and fluidity improving compounds.

2. Grout compressive strength tests shall be performed in accordance with the latest edition of ASTM C109, with a restraining plate placed over the molds.

3. Grout shall be installed in accordance with the manufacturer's instructions.

4. Grout shall be placed in a non-sag flowable state and shall have forms built around it for confinement. Grout shall be cured according to manufacturer's recommendations.

DESIGN

1. Building Code:Indiana Building Code, 2014 Edition (2012International Building Code, first printing, with Indiana Amendments)

2. Soil information:Allowable net bearing pressure:

Spread footings 2,000 psf (assumed)Continuous wall footings 1,500 psf (assumed)

Soil subgrade modulus, Ks 100 pci (assumed)Unit weight of soil 125 pcf (assumed)Coefficient of friction between soil and concrete footing 0.35 (assumed)

3. Concrete:28 day compressive strength (f'c) See Schedule

4. Reinforcing steel (deformed bars of new billet steel):Stirrup and tie ASTM A615, Grade 60Weldable (Low-Alloy) ASTM A706, Grade 60Otherwise ASTM A615, Grade 60Welded wire fabric (smooth) ASTM A185

5. Structural Steel:Structural Tubing members ASTM A500, Grade B, Fy = 46 ksiStructural steel rolled wide flange W shapes ASTM A992, Fy = 50 ksiStructural steel rolled channels ASTM A36Structural steel rolled plates & angles ASTM A36

6. Non-shrink grout:28 day compressive strength 6,500 psi

7. Structural Lumber (surfaced dry, used at 19% moisture content) [unless noted otherwise]:Loading bearing wall headers See scheduleLoad bearing wall studs See scheduleAll other members Southern Pine, No. 2Bolts/Lag Screws ANSI/ASME B18.2Nails FF-N-105B

LVL or Microlams Fb=2,950 psiFv=285 psiE= 2.0 million psi

8. Live Loads:Roof 20 psf1st Floor - elevated deck 100 psf

9. Risk Category II

10. Snow Loads:Ground snow load, Pg 20 psfTerrian factor BSnow exposure factor, Ce 1.0Thermal factor, Ct 1.0Snow importance factor, Is 1.0Flat-roof snow load, Pf 14 psfMinimum low slope roof snow load, Pm 20 psfRain-on-snow surcharge load 5 psfDesign flat-roof snow load 25 psf with drift considerations

11. Wind Loads:Basic wind speed (3-second gust) 115 mphWind importance factor, IW 1.0Exposure BInternal pressire coefficient, GCpi 0.18

12. Seismic Loads:Seismic importance factor, Ie 1.0Mapped spectral response acceleration at short periods, Ss 18.5% gMapped spectral response acceleration at 1 Second, S1 8.5% gSite class DShort period site coefficient, Fa 1.6Long period site coefficient, Fv 2.4Spectral response acceleration at short periods, Sds 19.5% gSpectral response acceleration at 1 Second, Sd1 13.5% gSeismic design category CBasic seismic force resisting system Wood Structural PanelsResponse modification factor, R 6.5Base shear at 1st Floor 0.047WAnalysis procedure used Equivalent lateral force

STRUCTURAL LUMBER

1. Structural lumber shall be detailed, fabricated and erected in accordance with the latest editions of the Timber Construction Manual by the American Institute of Timber Construction (AITC) and the National Design Specification for Wood Construction by the American Forest & Paper Association (ANSI/NFoPA NDS).

2. Bolts, lag screws, nails and other wood fastenings, unless otherwise noted, shall conform to the latest edition of the National Design Specification for Wood Construction. Standard cut washers shall be used between the wood and bolt head and the wood and nut.

3. Strapping, holddowns, clips, hangers, and connection plates shall be as manufactured by Simpson Strong-Tie Company, Inc. or approved equivalent.

4. Except where epoxy injection is specified; bolted, lag screwed, or nailed wood member connections shall be glued using adhesives conforming to APA Specification AFG-01 (PL-400) in accordance with the manufacturer's recommendations.

5. Structural load bearing wall studs, not otherwise continuously braced on both sides by gypsum board, plywood/performance rated panel sheathing, hardboard panel siding, or other Indiana Building Code (IBC) approved sheathing; shall be braced at third points with horizontal solid wood blocking in accordance with Chapter 23 of the IBC (Section 2308.9.9) not less than 2 inches (nominal) in thickness and of the same width as the studs fitted snugly and nailed thereto to provide adequate lateral support.

6. Wood members that are in contact with concrete or masonry or exposed to weather shall be pressure treated with a water borne treatment to a net retention level of 0.3 pcf in accordance with applicable American Wood Preservers' Association latest requirements.

7. Rough sawn timbers shall be treated and finished where specified. Ends exposed to weather shall be treated with CCA.

PLYWOOD/PERFORMANCE RATED PANELS

1. Plywood and performance rated panels (oriented strand board) shall be detailed, fabricated and erected in accordance with the latest criteria established by the American Plywood Association (APA) including their latest edition of the Plywood Design Specification (and its Supplements).

2. Plywood panels shall be identified with the appropriate trademark of the APA and shall meet the requirements of the International Building Code.

3. Roof panels shall be installed with the long dimension (face grain) across the supports with panels continuous over 2 or more supports (minimum 3 span condition).

4. Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel manufacturer, provide a 1/8" gap between panel ends and edges. Panel edges shall be tongue-and-groove or supported on 2" (nominal) lumber blocking installed between joists. Shear wall panel edges shall be supported on 2" (nominal) lumber blocking installed between studs.

5. See plans and schedules for roof and shear panel fastening requirements

METAL-PLATE-CONNECTED WOOD TRUSSES

1. Prefabricated wood trusses shall be detailed, fabricated and erected in accordance with the latest editions of the Timber Construction Manual by the American Institute of Timber Construction (AITC) and the National Design Specification for Wood Construction by the American Forest & Paper Association (ANSI/NFoPA NDS) and the latest criteria established by the Truss Plate Institute (TPI) and the Wood Truss Council of America (WTCA).

2. Temporary and permanent bracing of wood trusses shall be in accordance with the latest edition of the Commentary and Recommendations for Handling, Installing and Bracing Metal Plate Connected Wood Trusses (HIB) by the TPI.

3. Wood roof trusses shall be designed to support the following superimposed loads in addition to the weight of the trusses:

Top Chord Dead Load See loading plan on sheet S203Top Chord Live Load See loading plan on sheet S203Bottom Chord Dead Load 10 psfBottom Chord Live Load 0 psfTotal Load 40 psf

Wind Load (horizontal) per IBCWind Load (vertical) per IBC

4. Deflection due to live load shall be limited to 1/360 of the truss span. For truss cantilevers, the deflection due to live load at the end of the cantilever shall be limited to 1/180 of the cantilever dimension.

5. Truss plates shall be galvanized steel and shall be applied to both faces of the members being connected.

6. Trusses shall conform to the geometry shown. Minimum lumber size for top and bottom chord members shall be 2"x 6" (nominal). Web member size and configuration shall be the option of the fabricator.

7. The truss manufacturer shall prepare detailed working or shop drawings and shall submit one reproducible copy and one blue line copy, including calculations, to the Structural Engineer for review prior to fabrication. These drawings and calculations shall show the design forces in the truss members, the sizes of the truss plates; the lumber species, commercial grade and normal duration design values; required bracing and details necessary to enable the truss manufacturer to fabricate, erect and construct all parts of the work in accordance with the drawings and specifications. These shop drawings will be reviewed for design concepts only. The truss manufacturer shall be responsible for all dimensions, accuracy, and fit of work. The trusses shall be designed by, and the shop drawings and calculations shall bear the seal and signature of, a registered professional engineer in the State of Indiana.

8. The contractor shall install all permanent truss bracing as shown on the truss manufacturer's shop drawings.

COORDINATION WITH OTHER TRADES

1. The Contractor shall coordinate and check all dimensions relating to architectural finishes, structural framing, mechanical openings, equipment, etc. The Structural Engineer shall be notified of any discrepancies before proceeding with work in an area under question.

STRUCTURAL STEEL

1. Structural steel detailing, fabrication and erection shall conform to the latest editions of the AISC Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design and the AISC Code of Standard Practice for Steel Buildings and Bridges.

2. Erector shall maintain minimum temporary bracing at each bay in each direction until the roof diaphragm and permanent lateral load resisting system construction are complete.

3. Structural steel shall be shop-painted with a rust inhibiting primer. Steel which will be exposed to weather shall receive one additional finish coat. Steel that will be normally visible to the building's occupants or exposed to weather shall receive a field applied finish coat matching the existing surrounding surfaces. All abrasions caused by handling after shop painting shall be touched-up after erection is complete.

4. Design connections not shown in accordance with the latest AISC Specification and Manual of Steel Construction (allowable stress design method). Design simple span non-composite beam connections not shown to support one-half the beam load capacity as given in the AISC Uniform Load Constants for Beams Laterally Supported tables. Connection angles shall be double web angles, 5/16" minimum thickness.

5. Unless otherwise noted, bolted connections for structural steel members shall be bearing-type using 3/4" diameter ASTM A325 high strength bolts with standard 13/16" diameter holes tightened to the snug tight condition.

6. High strength bolted connections shall conform to the latest edition of the Specification for Structural Joints Using ASTM A325 or A490 Bolts, approved by the Research Council on Structural Connections of the Engineering Foundation. Faying surfaces of slip-critical-type (SC) connections shall be free of paint and meet the minimum requirements for a Class A surface condition (mean slip coefficient not less than 0.33).

7. Welding procedures shall conform to the latest edition of the American Welding Society's (AWS) Structural Welding Codes for: Steel ANSI/AWS D1.1 and Sheet Steel ANSI/AWS D1.3.

8. Welded connections using ASTM A572 and A992 steel as a base metal shall be made with E70XX Low Hydrogen electrodes. Unless otherwise noted, other welded connections shall be made with regular E70XX electrodes. Welding shall be performed only where shown and to the extent indicated.

9. Field drilled holes shall be reamed, cleaned and deburred prior to assembly of the connection.

10. Thermal cutting shall preferably be done by machine. Hand thermally cut edges which will be subjected to substantial stress, or which are to have weld metal deposited on them, shall be reasonably free from notches or gouges. Notches or gouges greater than 3/16" that remain from cutting shall be removed by grinding. Re-entrant corners shall be shaped notch-free to a radius of at least 1/2".

11. Paint on surfaces adjacent to joints to be field welded shall be wire brushed to reduce the paint film to a minimum.

12. Surfaces within 2" of any field weld shall be free of materials that would prevent proper welding or produce toxic fumes while welding is being done.

13. Splicing of structural steel members where not detailed is prohibited without the prior approval of the Structural Engineer as to location, type of splice and connection to be made.

14. The Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and construct all parts of the work in accordance with the drawings and specifications and shall submit one reproducible copy and one blue line copy to the Structural Engineer for review prior to fabrication. These shop drawings will be reviewed for design concepts only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work.

PETERSON ARCHITECTURE, P.C.


PROJECT NUMBER:

RIGHTS ARE HEREBY SPECIFICALLY RESERVED. ALL OTHER COPYRIGHT AND COMMON LAW

AND SHALL BE USED ONLY IN PURSUANT TO THE

NO OTHER USE OR DUPLICATION MAY BE MADE

THESE DRAWINGS ARE GIVEN IN CONFIDENCE

WITHOUT THE PRIOR WRITTEN CONSENT OF

AGREEMENT WITH

DRAWN BY:

CHECKED BY:

298 south 10th street

suite 500

noblesville in 46060

p 317.770.9714

f 317.770.9718

[email protected]

p e t e r s o n A R C H I T E C T U R E

CERTIFICATION

S101

JDT

MAH

17-112

04/14/2017

CONSTRUCTION DOCUMENTS

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GENERAL STRUCTURAL NOTES

REVISIONS: DATE

7

S301 1

S301

2

S301

4

S301

5

S301

9

S301

6

S301

8

S301

3

S301

1

2

3

4

56

11

' - 0

1/4

"1

5' -

3"

11

' - 4

3/4

"

TS2

EXISTING FOOTING

EXISTING FOOTING

EXISTING 3'-0" X 3'-0" SPREAD FOOTING T/FTG. ELEV = - 0'-8"

78

HSS6X6X5/8HSS8X4X5/8

HSS6X6X5/8HSS8X4X5/8

HSS5X5X1/2

HSS5X5X1/2

TS2

3

S301

SIM.

7

EXISTING SLAB ON GRADE



EXISTING ELEVATED PRECAST PANEL FLOOR

SYSTEM

EXISTING BASEMENT WALL

EXISTING BASEMENT WALL

EXISTING BASEMENT WALL EXISTING

BASEMENT WALL

8 5/8" 5' - 0 3/8" 10' - 9"

EXISTING STEEL FRAMING

3" EOS

3"

EO

S

W12X16

11

S301

SEE NOTE 8

9' -

3"

3" EOS




EXISTING 3'-0" X 3'-0" SPREAD FOOTING

T/FTG. ELEV = - 1'-8"

EXISTING 3'-0" X 3'-0" SPREAD FOOTING

T/FTG. ELEV = - 1'-8"

FOUNDATION PLAN NOTES

INDICATES NOTE REFERENCED IN PLAN

1. SEE GENERAL STRUCTURAL NOTES S101 AND TYPICAL FOUNDATION DETAILS S301 FOR ADDITIONAL INFORMATION.

2. T/SLAB ELEVATION = +0'-0" U.N.O.T/FOOTING ELEVATION = -0'-8" U.N.OT/STEEL ELEVATION = -0'4" U.N.O

3. SEE SITE PLAN FOR ALL FINAL GRADE ELEVATIONS. REFER TO THE CIVIL DRAWINGS FOR THE EXACT ELEVATION FOR THE FINISH FLOOR. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS DO NOT ESTABLISH THE EXACT ELEVATION OF THE BUILDING WITH RESPECT TO SEA LEVEL.

4. TSX DENOTES THICKENED SLAB MARK , SEE THICKENED SLAB SCHEDULE.

5. ALL EXTERIOR FOOTINGS ARE TO BEAR A MINIMUM 3'-0" BELOW FINISH GRADE.

6. ALL FOOTINGS ARE CENTERED BENEATH BEARING WALLS AND COLUMNS UNLESS NOTED OTHERWISE.

7. FLOOR DECK SHALL CONSIST OF 1-1/2", 22 ga. GALVANIZED, COMPOSITE STEEL FLOOR DECK (VULCRAFT DECK TYPE 1.5VLI22 OR APPROVED EQUIVALENT) WITH 2-1/2" OF N.W. CONCRETE OVER FLUTES (4" TOTAL THICKNESS). REINFORCE SLAB WITH ONE LAYER OF 6X6 - W1.4XW1.4 WWF REINFORCING. DECK MUST SPAN A MINIMUM THREE (3) BEAMS OR JOISTS - TWO SPAN CONDITION OR GREATER. FLOOR DECK SHALL BE WELDED TO ALL MEMBERS ON WHICH IT BEARS WITH 5/8" PUDDLE WELDS AT 16" O.C. MAX.

8. AT RE-ENTRANT SLAB CORNER CONDITIONS, PROVIDE (2) #5 x 4'-0" LONG AT 3-INCHES O.C. PLACED 2-INCHES CLEAR FROM CORNER, CENTERED IN SLAB, TYPICAL

9. DENOTES HOLDDOWN, SEE DETAIL 1/S401

THICKENED SLAB SCHEDULE

MARK WIDTH LENGTH THICK. BOTT. LONG. REINF. STIRRUPS

TS2 2'-0" CONT. 1'-0" 3 - #5 #4 AT 24" O.C.

STEEL COLUMN SCHEDULE

COLUMN SIZE BASE PLATE ANCHOR BOLTS REFERENCE

PL 1/2" X 12" X 12" HSS5X5X1/2 4 - 3/4" (EXISTING) -





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FIRST FLOOR LEVEL FOUNDATION,SLAB-ON-GROUND & FRAMING PLAN

3/16" = 1'-0"S201

1 FOUNDATION / SLAB-ON-GROUND PLAN

REVISIONS: DATE

1

2

3

4

56

1

S402

7

S402

6

S402

4

S402

2

S402

5

S402

11

' - 0

1/4

"1

5' -

3"

11

' - 4

3/4

"

8 5/8" 5' - 0 3/8" 10' - 9"

S501

11

S402

WOOD TRUSSES AT 24" O.C. MAX

H-4H-2HL-1H-2H-2

A

A

C

C

H-3B

6

S402

2X BLOCKING BETWEEN ROOF TRUSSES, TYP.

S501

2

78

CANOPY(LOW STEEL)

CANOPY(HIGH STEEL)

3

S402

4X4 BLOCKING BETWEEN TRUSSES,SEE DETAIL 1/S502 FOR STRAPPING REQUIRES

15' MINIMUM

8

S402

4X4 BLOCKING BETWEEN TRUSSES,SEE DETAIL 1/S502 FOR STRAPPING REQUIRES

15' MINIMUM

2X BLOCKING AND BRIDGING BETWEEN

ROOF TRUSSES, TYP.

SEE DETAIL 5/S502 FOR STRAPPING REQUIRES

SEE DETAIL 5/S502 FOR STRAPPING REQUIRES

SW1

SW1

ROOF FRAMING PLAN NOTES:

INDICATES NOTE REFERENCED ON PLAN

1. SEE GENERAL STRUCTURAL NOTES S001AND TYPICAL FRAMING DETAILS S401 FOR ADDITIONAL INFORMATION.

2. TOP PLATE HEIGHTS MAY VARY. SEE PLAN, SECTIONS AND TRUSS ELEVATIONS FOR BEARING HEIGHTS.

3. TRUSS BEARING ELEVATION = +12'-0" UNLESS NOTED OTHERWISE

4. REFER TO ARCHITECTURAL ROOF PLAN FOR CONFIGURATION OF VENTS ON BUILDING.

5. ROOF DECK SHALL BE APA 32/16 SPAN RATED SHEATHING, 5/8-INCH NOMINAL THICKNESS, EXPOSURE 1. ATTACH WITH 8d COMMON NAILS AT 12-INCHES O.C. IN FIELD AND 6-INCHES O.C. AT EDGES AND DIAPHRAGM BOUNDARIES, UNLESS NOTED OTHERWISE ON PLANS. PROVIDE SHEATHING SUPPORT CLIPS BETWEEN TRUSSES AT UNBLOCKED PANEL EDGES (SIMPSON PSCL OR EQUAL)

6. PROVIDE BLOCKING IN ROOF TRUSSES AT EXTERIOR WALL LOCATIONS AS INDICATED ON PLANS AND SECTIONS.

7. SEE ARCH. FOR WALL LAYOUT DIMENSIONS.

8. DENOTES WOOD HEADER/BEAM - SEE SCHEDULE ON THIS SHEET.

9. PROVIDE LAMINATED VENEER LUMBER (LVL) BEAMS IN SIZES INDICATED ON PLANS AND HEADER SCHEDULE.

10. PROVIDE BRICK LINTELS AS FOLLOWS UNLESS NOTED OTHERWISE:FOR SPANS ≤ 4'-0": L 3 1/2 x 3 1/2 x 3/8FOR SPANS > 4'-0", ≤ 6'-0": L 5 1/2 x 3 1/2 x 3/8 (LLV)FOR SPANS > 6'-0", ≤ 8'-0": L 6 1/2 x 3 1/2 x 3/8 (LLV)FOR SPANS > 8'-0", ≤ 12'-0": L 7 1/2 x 4 x 3/8 (LLV)

ALL BRICK LINTELS TO HAVE 8 INCHES BEARING, EACH END.

WALL FRAMING PLAN NOTES

INDICATES NOTE REFERENCED IN PLAN

A. SEE GENERAL STRUCTURAL NOTES S001 AND TYPICAL FRAMING DETAILS S401 FOR ADDITIONAL INFORMATION.

B. WALLS SHOWN ARE 1ST FLOOR BEARING BELOW. SHADED WALLS ARE SHEARWALLS.

C. ALL EXTERIOR WALLS TO BE SHEATHED WITH APA 32/16 SPAN RATED PLYWOOD, 5/8" NOMINAL THICKNESS ATTACHED WITH 8D COMMON NAILS AT 12-INCH O.C. IN FIELD AND 6 INCHES O.C AT ALL EDGES AND BOUNDARIES, U.N.O. ON SHEAR WALL SCHEDULE. SEE PLAN, SCHEDULE, AND DETAILS FOR SHEATHING REQUIREMENTS ON SHEAR WALLS.

D. HEADERS IN NON-BEARING WALLS SHALL BE DOUBLE 2X MEMBERS AS FOLLOWS W/ 1/2" FILLER PLATE SPLICES.

ALL HEADER STOCK FOR NON-LOAD BEARING WALLS TO BE SPF CONSTRUCTION GRADE.

E. ALL HEADERS NOT ABOVE DOORS OR WINDOWS ARE TO BE FLUSH WITH CEILING

DENOTES BEARING WALLS - SEE SCHEDULE ON THIS SHEET

DENOTES SHEAR WALL - SEE SCHEDULE ON THIS SHEET

SPAN 2x4 WALL 2x6 WALL JACK STUDS

0'-0" TO 4'-0" (2) 2x4 (3) 2x4 1

4'-1" TO 8'-0" (2) 2x6 (3) 2x6 1

8'-1" TO 12'-0" (2) 2x8 (3) 2x8 2

KING STUDS

1

1

1

WOOD STUD WALL SCHEDULE

A

B

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

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

WOOD NOTES:1. REFER TO ARCH. PLANS FOR WALL LOCATIONS.2. WALLS SHOWN ARE BEARING WALLS BELOW.

C

2x4 (2-PLY) SP #2 @ 12" O.C.

WOOD HEADER/BEAM SCHEDULE

H-1

H-2

(3) 2 x 10 (SP NO. 2 OR BETTER) W/ 1/2" FILLER PLATE SPLICES

(3) 1 3/4" X 9 1/4" 2.0E MICROLLAM LVL

MARK HEADER/BEAM SIZE

H-3 (2) 1 3/4" X 14" 2.0E MICROLLAM LVL

H-4 (3) 1 3/4" X 14" 2.0E MICROLLAM LVL

JACK STUDS

1

KING STUDS

1

2 1

3 1

3 1

WOOD STUD SHEAR WALL SCHEDULE

SW1 2x6 SP #2 @ 16" O.C.

WOOD NOTES:1. REFER TO ARCH. PLANS FOR WALL LOCATIONS.2. WALLS SHOWN ARE BEARING WALLS BELOW. 3. SEE DETAIL 1/S401 FOR SHEAR WALL NAILING REQUIREMENTS



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ROOF FRAMING PLAN

3/16" = 1'-0"S202

1 ROOF FRAMING PLAN

REVISIONS: DATE

28

' - 0

"

22' - 0"

4' -

0"

15

' - 3

"4

' - 0

"7

' - 9

"

10' - 6" 9' - 0"

ROOF TRUSS (TOP CHORD) LOADING LEGEND:

DEAD LOAD: 10 PSF SNOW LOAD: 25 PSF



+/-

14

' - 6

"+

/- 1

9' -

8"

TR

US

S S

PA

N 3

TR

US

S S

PA

N 2

+/-

34

' - 2

"

TR

US

S S

PA

N 1

+/-

39

' - 5

"

+/-

11

' - 9

"+

/- 1

2' -

5"

TR

US

S

SP

AN

4T

RU

SS

S

PA

N 5

+/- 39' - 5"

2' -

10

"

2' -

0"

TRUSS BRG.

= +12'-0"

SEE LOADING PLAN FOR TOP CHORD LOADING

BOTTOM CHORD SUPPORT LOCATION


SEE OTHER SECTIONS FOR HOLDDOWN REQUIREMENTS

+/- 34 - 2"

TRUSS BRG.

= +12'-0"

2' -

0"




SEE OTHER SECTIONS FOR HOLDDOWN REQUIREMENTS2

' - 1

0"

+/- 14' - 6" +/- 19' - 8"

TRUSS BRG.

= +12'-0"

2' -

0"






' - 1

0"

+/- 11' - 9"

TRUSS BRG.

= +12'-0"



TOP CHORD SUPPORT LOCATION


' - 1

0"

2' -

0"

7"

+/- 12' - 5"

TRUSS BRG.

= +12'-0"

2' -

0"



TOP CHORD SUPPORT LOCATION

SEE OTHER SECTIONS FOR HOLDDOWN REQUIREMENTS

1' -

8"

7"



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TRUSS LOADING PLAN AND PROFILES

1/16" = 1'-0"S203

1 ROOF TRUSS TOP CHORD LOADING PLAN

3/8" = 1'-0"S203

2 TRUSS SPAN 1

3/8" = 1'-0"S203

3 TRUSS SPAN 2

3/8" = 1'-0"S203

4 TRUSS SPAN 3

3/8" = 1'-0"S203

5 TRUSS SPAN 4

3/8" = 1'-0"S203

6 TRUSS SPAN 5

REVISIONS: DATE

T/SLAB EL.

SEE PLANT/STEEL EL.

SEE PLAN

EXISTING BRICK WALL

EXISTING CONCRETE

EXISTING MASONRY

BEARING WALL, SEE PLANS

EXISTING BEAM

COMPOSITE CONCRETE SLAB ON METAL DECK, SEE PLAN FOR REINFORCEMENT REQUIREMENTS

SE

E P

LA

N

1/2" ANCHORS AT 24" O.C. (3" EMBED) W/ 3X3

BEARING PLATE

#4, CONT.

T/SLAB EL.

SEE PLAN

T/FTG EL.

SEE PLAN

EXISTING SLAB

EXISTING FOOTING


EXISTING MASONRY WALL

1/2" ANCHORS AT 16" O.C. W/ SIMPSON 3X3 BEARING PLATE

FULLY GROUT CORES OF BELOW GRADE CMU FOUNDATION WALL

T/SLAB EL.

SEE PLAN

T/FTG EL.

SEE PLAN

EXISTING SLAB

EXISTING FOOTING


EXISTING MUD SLAB

EXISTING INSULATION


1/2" EXPANSION JOINT

8"

#4 AT 12" O.C., E.W.

#4 DOWEL AT 12" O.C., EMBED INTO EXISTING CMU WALL

USING HILTI HY 70 ADHESIVE SYSTEM (4" EMBED)

1/2" ANCHORS AT 12" O.C. (6" EMBED) W/ SIMPSON

3X3 BEARING PLATE

#4 AT 12" O.C., E.W.

T/SLAB EL.

SEE PLAN

T/FTG EL.

SEE PLAN

EXISTING SLAB

EXTERIOR STUD WALL, SEE PLANS

EXISTING FOOTING


1/2" ANCHORS AT 16" O.C. (3" EMBED) W/ SIMPSON 3X3 BEARING PLATE

FULLY GROUT CORES OF BELOW GRADE CMU FOUNDATION WALL

WALL SHEATHING, SEE PLAN

SEE ARCH. DWGS. FOR WALL AND ROOF FINISHES

T/SLAB EL.

SEE PLAN

EXISTING SLAB

EXISTING BRICK WALL

EXISTING TOPPING SLAB

EXISTING CONCRETE

EXISTING PRECAST PLANK


EXISTING INSULATION

1/2" HILTI KWIK BOLT TZ ANCHORS AT 12" O.C. (4" EMBED) W/ SIMPSON 3X3 BEARING PLATE



T/STEEL EL.

SEE PLAN

EXISTING BEAM

EXISTING TOPPING SLAB

EXISTING INSULATION

EXISTING PRECAST PLANK

EXTERIOR STUD WALL, SEE PLANS SEE ARCH. DWGS.

FOR WALL AND ROOF FINISHES


SE

E P

LA

N



#4, CONT.

T/SLAB EL.

SEE PLAN


EXISTING BRICK WALL

EXISTING SLAB

EXISTING CONCRETE

SE

E P

LA

N


T/SLAB EL.

SEE PLANT/STEEL EL.

SEE PLAN

EXISTING BRICK WALL

EXISTING CONCRETE

EXISTING SLAB

EXISTING MUD SLAB

EXISTING INSULATION



T/SLAB EL.

SEE PLAN

EXISTING SLAB


THICKENED SLAB, SEE PLAN

BEARING WALL, SEE PLAN

3"

CLR

.

WIDTH 'B', SEE PLAN

TH

ICK

NE

SS

'T',

SE

E P

LA

N


SEE SCHD.S

EE

SC

HD

.

NOTE TO CONTRACTOR:REMOVE EXISTING COLUMN, BASE PLATE, AND GROUT BENEATH BASE PLATE. EXISTING ANCHOR RODS EMBEDDED INTO COLUMN FOOTING SHALL BE PROTECTED IN PLACE AND CLEANED PRIOR TO INSTALLATION OF NEW BASE PLATE.

HSS COLUMN, SEE PLAN

BASE PLATE, SEE SCHEDULE

EQ EQ

EQ

EQ

(4) EXISTING 3/4" DIAMETER ANCHOR BOLTS

1/4

(4) OVERSIZED HOLES, VERIFY EXISTING ANCHOR LOCATIONS PRIOR TO FABRICATION OF BASE PLATE

MIN.1 1/4" M

IN.

1 1

/4"

BEAM, SEE PLAN

EOS, SEE PLAN

T/STEEL EL.

SEE PLAN


T/SLAB EL.

SEE PLAN



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FOUNDATION SECTIONS & DETAILS

1" = 1'-0"S301

7 SECTION 1" = 1'-0"S301

1 SECTION

1" = 1'-0"S301

2 SECTION

1" = 1'-0"S301

4 SECTION

1" = 1'-0"S301

5 SECTION

1" = 1'-0"S301

9 SECTION 1" = 1'-0"S301

6 SECTION

1" = 1'-0"S301

8 SECTION

1" = 1'-0"S301

3 SECTION

1 1/2" = 1'-0"S301

10 BASE PLATE DETAIL

1" = 1'-0"S301

11 SECTION

REVISIONS: DATE

2-PLY CONDITION

BUILT-UPSTUD PACK, SEE PLAN

(2) ROWS OF

1/2" DIA. A306

THRU BOLTS,

STAGGERED

(2) ROWS OF16d NAILS,STAGGERED,TYPICALEACH SIDEOF BUILT-UPCOLUMN

(2) ROWS OF10d NAILS,STAGGERED.

BUILT-UPSTUD PACK, SEE PLAN

BUILT-UPSTUD PACK,SEE PLAN

VE

RT

.S

PA

CIN

G

TY

P.

* BOLTS SHOWN IN 4 & 5 PLY CONDITION MAY BE CARRIAGE BOLTS.

4/5-PLY CONDITION 3-PLY CONDITION

2 1

/2"

8"

O.C

.

1 1/2"

2 1/2"

1 1/2"

VE

RT

.S

PA

CIN

G

TY

P.

8"

O.C

.

VE

RT

.S

PA

CIN

G

6"

O.C

.

1 1/2"

2 1/2"

1 1/2" 1 1/2"

2 1/2"

1 1/2"

2 1

/2"

4"

WOOD HEADER, SEEPLAN AND SCHED.

16d NAILS AT 12" O.C.,STAGGERED - BOTH SIDES

2x PLATE

(2) 2x TOP PLATES

WALL STUDS, SEE PLAN

JACK STUDS, SEEPLAN AND SCHED.

BRG. EL.

SEE PLAN

TRUSS

OPENING

KING STUDS, SEEPLAN AND SCHED.

(2) #5, CONT.

#4 AT 16" O.C. DOWEL, PROVIDE ACI STD. HOOK, EMBED INTO EXISTING GROUTED CELLS BELOW USING HILTI-HY 200 ADHESIVE SYSTEM (EMBED 4")

ADDITION CMU BOND BEAM COURSE, MATCH THICKNESS

OF EXISTING WALL

EXISTING CMU WALL

T/WALL

VARIES

T/WALL (EXT)

VARIES

RIP 2x No. 2 SPNAILER TO TOPOF STEEL BEAM

STEEL BEAM,SEE PLAN

ATTACH WOOD NAILER TO

STEEL BEAM WITH 1/2" DIA.

A307 THRU BOLTS AT

24" O.C.,STAGGERED AT

BEAM FLANGE GAGE. 2' -

0"

2' -

0"

1' -

0"

1' -

0"

2-ROWS OF 10d NAILS,STAGGERED. (8) NAILS

MINIMUM. (TYP.)

TOP PLATESPLICE AT STUD

WOOD STUDS,SEE PLAN

BOTT. PLATESPLICE AT STUD

APPLY GLUE THISSURFACE(LAP AREA ONLY)

(2) 16d NAILSPER STUD

DOUBLE TOPPLATE

4'-0" MIN. LAP

PROVIDE DOUBLE STUDSAT ENDS OF ALL SHEARWALLS.

2x INTERMEDIATEBLOCKING

APA RATED SHEATHING

16" O.C. STUD WALL

EDGE/BOUNDARY NAILING,SEE PLAN AND SCEDULE

INTERMEDIATE/FIELDNAILING, SEE PLAN

AND SCHEDULE

E FSCREWS

B

SPA. IN INCHESBLK'G REQ'D

SIDES

SHEARWALL SCHEDULE

MARK

NOTES:1. B = BOUNDARY, E = EDGE, F = FIELD2. PLYWOOD SHALL BE APA 32/16 SPAN RATED SHEATHING, FIRE RATED, EXPOSURE 1. SEE SCHEDULE FOR THICKNESS.3. INTERIOR SHEATHING SHALL BE 5/8" GYPSUM BOARD WITH BLOCKED CONSTRUCTION AND 6d COOLER NAILS AT 7" O.C. AT

BOUNDARIES, EDGES AND FIELD, TYPICAL UNO.

MATERIAL SILL BOLTS/NAILS TIE DOWNS, EACH END

SW1 5/8" PLYWOOD 1 YES #8 6 6 12 1/2" HILTI HCA

COIL ANCHORS

AT 24" O.C.

SIMPSON HDU8-SDS2.5 EACH END

(REF. DETAIL ) /3 S401

LGM STUDS

FOUNDATION WALL,SEE PLANS AND

SECTIONS CONT. LGM STRUCTURAL TRACK

1/4" x 3" x 0'-3" WASHER PLATE

AND DOUBLE NUTS A307 ANCHOR BOLT

FASTENERS

SIMPSON HOLDOWN (ORAPPROVED EQUAL), INSTALL PERMANUFACTURER'SRECOMMENDATIONS

LGM FLANGE NOTSHOWN FOR CLARITY

1 1

/2"

PR

OJ.

4"



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S401

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FRAMING SECTIONS & DETAILS

1" = 1'-0"S401

6 BUILT-UP WOOD COLUMN

3/8" = 1'-0"S401

5 TYPICAL HEADER LAYOUT 1 1/2" = 1'-0"S401

8 CMU COURSE ADDITION

3/4" = 1'-0"S401

7 TYPICAL WOOD NAILER ATTACHMENT 3/4" = 1'-0"S401

4 TYPICAL DOUBLE TOP PLATE SPLICE 1" = 1'-0"S401

2 TYP. SHEAR WALL NAILING PATTERN

3/4" = 1'-0"S401

1 SHEARWALL SCHEDULE

1" = 1'-0"S401

3 TYPICAL HOLDDOWN DETAIL

REVISIONS: DATE

ROOF SHEATHING, SEE PLAN


DOUBLE TOP PLATE

WOOD ROOF TRUSSES, SEE PLAN

EXISTING CMU WALL, SEE PLAN

TRUSS BRG.

= +12'-0"

T/WALL

= + 16' - 0"

T/WALL (EXT)

= + 15' - 4"

SEE DETAIL 8/S401 FOR TOP CMU COURSE ADDITION


SIMPSON H10A TIE AT EACH END OF ROOF TRUSS, TYP.

3/8" HILTI SLEEVE ANCHORS AT 16" O.C.

(1-1/4" EMBED)

B.N.

2X BLOCKING BTWN TRUSSES




DOUBLE TOP PLATE

TRUSS BRG.

= + 12' - 0"

SEE ARCH. DWGS. FOR ROOF FINISHES

SIMPSON H10A TIE AT EACH END OF

ROOF TRUSS, TYP.

WALL SHEATHING, SEE PLANS

B.N.


B.N.

SIMPSON A34 CLIP AT 24" O.C.

SHEATHING AND NAILING SAME AS SHEAR WALL


(2) 2X8 LEDGER BEAM



TRUSS BRG.

= +12'-0"

T/WALL

= + 16' - 0"

T/WALL (EXT)

= + 15' - 4"




(1-1/4" EMBED)

B.N.



STAGGERED(1-1/2" EMBED)



TRUSS BRG.

= + 12' - 0"

T/WALL

= + 16' - 0"


DOUBLE TOP PLATE


ROOF SHEATHING, SEE PLANS

DOUBLE TOP PLATE

EXTERIOR BEARING WALL, SEE PLAN


B.N.

B.N.


SIMPSON A34 CLIP AT 24" O.C.


STUDS BETWEEN TRUSSES, MATCH TRUSS SPACING




TRUSS BRG.

= + 12' - 0"

T/WALL

= + 16' - 0"

T/WALL (EXT)

= + 15' - 4"



NON-LOAD BEARING STUD WALL, SEE ARCH. DWGS.

2X BLOCK BTWN EXTERIOR WALL AND 2 ROOF TRUSSES

1' MAX

SIMPSON LTB TRUSS BRIDGING, INSTALL IN 2 FULL TRUSS SPACES AS SHOWN


(1-1/4" EMBED)

B.N.

SIMPSON A34 FRAMING ANGLE

2X, CONT.


TRUSS BRG.

= + 12' - 0"

T/WALL

= + 16' - 0"



DOUBLE TOP PLATE


ROOF SHEATHING, SEE PLANS

2X BLOCK BTWN WOOD ROOF TRUSS

B.N.

B.N.

SIMPSON A34 FRAMING ANGLE


TRUSS BRG.

= +12' - 0"




T/WALL (EXT)

= +11' - 4"


T/WALL

= +11' - 10"

SIMPSON LTB TRUSS BRIDGING, INSTALL IN 3 TRUSS SPACES AS SHOWN

2X6 BLOCKING AT 2'-0" O.C.

L4X4X1/4 X 1'-4" LONG, EACH SIDE OF 2X6 BLOCKING

(3) 1/2" DIA. BOLTS

6" CMU, SEE DETAIL 8/S401 FOR TOP CMU COURSE ADDITION

L4X4X1/4, CONT.

2"

TRUSS BRG.

= +12' - 0"




T/WALL (EXT)

= +11' - 4"


T/WALL

= +11' - 10"

L4X4X1/4 X 1'-4" LONG, EACH SIDE TRUSS CHORD

(3) 1/2" DIA. BOLTS

6" CMU, SEE DETAIL 8/S401 FOR TOP CMU COURSE ADDITION

L4X4X1/4, CONT.

2"



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S402

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FRAMING SECTIONS & DETAILS

3/4" = 1'-0"S402

1 SECTION

3/4" = 1'-0"S402

2 SECTION

3/4" = 1'-0"S402

3 SECTION

3/4" = 1'-0"S402

4 SECTION

3/4" = 1'-0"S402

5 SECTION

3/4" = 1'-0"S402

6 SECTION

3/4" = 1'-0"S402

8 SECTION

3/4" = 1'-0"S402

7 SECTION

REVISIONS: DATE

5678

10' - 9"5' - 0 3/8"8 5/8"

1' - 9 5/8"

3/4"

S502

1

S501

5

S501

6

S501

7

S501

8

T/STEEL

= + 11' - 3 1/2"

T/STEEL

= + 19' - 9"

T/STEEL

= + 28' - 1"

T/STEEL

= + 28' - 2"

S502

2

SEE ARCH. DWGS. FOR WOOD OVER-BUILD MEMBER SIZES AND DETAILING

S502

3

T/STEEL

SEE PLAN

5

S502

1

2

3

4

56

3

S501

11

' - 0

1/4

"1

5' -

3"

11

' - 4

3/4

"

5' - 0 3/8" 10' - 9"

W12X26

W12X26

W12X26

C1

2X

20

.7

W12X26

W12X26

2' - 2"

7

STEEL ROD X-BRACING ABOVE

BEAM (ø = 1/2")

STEEL ROD X-BRACING ABOVE BEAM (ø = 1/2")

(T/STEEL = +13' - 8")

TOP OF STEEL = +11' - 3 1/2" UNLESS NOTED OTHERWISE

W12

X16

W12X26

W12X26

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

(T/STEEL = +14' - 0")

C1

2X

20

.7

S502

6

TYP.

8

S502

C1

2X

20

.7C

12X

20

.7

(T/S

TE

EL

= +

13 -

10

")

ø =

3/8

"ø = 3/8"

ø =

3/8

"ø = 3/8"

1' -

8 3

/4"

C12X20.7

C12X20.71' -

10

1/2

"

5

S502

HSS TUBE BRACE BELOW, SEE SECTION

HSS TUBE BRACE BELOW, SEE SECTION

AT BRACE

2

3

56

3

S501

15

' - 3

"

5' - 9" 10' - 9"

W12

X16

C1

2X

20

.7

C1

2X

20

.7

(T/S

TE

EL

= +

28

' - 1

")

(T/S

TE

EL

= +

19

' - 9

")

(T/S

TE

EL

= +

28

' - 2

")

W12X16W10X15

8

STEEL ROD X-BRACING, TYP.

STEEL ROD X-BRACING BENEATH BEAM(ø = 1/2")

STEEL ROD X-BRACING

BENEATH BEAM(ø = 1/2")

W12X16

W10X15

W10X15

S502

6

SIM. TYP.

ø =

3/8"ø = 3/8"

ø =

3/8"ø = 3/8"

ø =

1/2

"ø =

1/2"

7

S502TYP.

S502

6

SIM. TYP.

5

BEAM, SEE PLAN

1/4" STEEL CAP PLATE


BEAM (BEYOND), SEE PLAN

1/2"

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

T/STEEL

SEE PLAN

WOOD OVERBUILD NOT SHOWN FOR CLARITY

6

BEAM, SEE PLAN

CHANNEL (BEYOND), SEE PLAN

1/2"

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

COLUMN, SEE PLAN

1/2"1/4" STEEL CAP PLATE

BEAM, SEE PLAN

(2) 3/4" A325 BOLTS

T/STEEL

SEE PLAN


8

BEAM, SEE PLANCHANNEL, SEE PLAN

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

SLOPED HSS COLUMN, SEE PLAN

1/2"1"

3/4"

WT5X15 X 7" LONG, SLOTTED INTO COLUMN

1/2

"

ERECTION BOLT

3/16 3

3/16 3

3/163 SIDES

T/STEEL

SEE PLAN


7

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

1/2

"

SLOPED HSS COLUMN, SEE PLAN

WT5X15 X 7" LONG, SLOTTED INTO COLUMN

ERECTION BOLT 3/16 3

3/16 3

3/16 6

3/16 6

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

CHANNEL, SEE PLAN

BEAM, SEE PLAN CHANNEL, SEE PLAN

1/2"

T/STEEL

SEE PLAN

1 1/2"

1' - 9 5/8"



PROJECT NUMBER:






AGREEMENT WITH

DRAWN BY:

CHECKED BY:


suite 500


p 317.770.9714

f 317.770.9718

[email protected]


CERTIFICATION

S501

JDT

NDB

17-112

BLU

E W

AT

ER

BLU

E W

AT

ER

, LLC

123 N

EW

JE

RS

EY

ST

RE

ET

IND

IAN

AP

OLIS

, IN

ENTRANCE CANOPY SECTIONS & DETAILS

1/4" = 1'-0"S501

3 CANOPY SECTION 1/4" = 1'-0"S501

1 CANOPY PLAN (LOW STEEL)S501

4 CANOPY STEEL - 3D 1/4" = 1'-0"S501

2 CANOPY PLAN (HIGH STEEL)

1 1/2" = 1'-0"S501

5 CONNECTION DETAIL 1 1/2" = 1'-0"S501



8 CONNECTION DETAIL

REVISIONS: DATE

5

BEAM, SEE PLAN


1/2"

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

T/STEEL

SEE PLAN

BEAM, BEYOND

4X4 BLOCKING BETWEEN TRUSS TOP CHORDS, SEE PLAN

SIMPSON HTT4 TENSION TIE, W/ 5/8" THRU BOLT CENTERED IN HSS COLUMN

SIMPSON MSTD STRAP

SIMPSON CMSTC16 COILED STRAP, EXTEND FULL LENGTH OF BLOCKING


SIMPSON HTT4 TENSION TIE, W/ 5/8" THRU BOLT CENTERED

IN HSS COLUMN

SIMPSON MSTD SRAP

SIMPSON CMSTC16 COILED STRAP, EXTEND FULL

LENGTH OF BLOCKING

SIMPSON H3 TIE AT EACH END OF ROOF TRUSS, TYP.

2X NAILER

6

BEAM, SEE PLAN

BEAM, SEE PLAN


4

S502

7/8" 1/2"

SHIM AS REQUIRED

3/8" SHEAR PLATE

(4) 3/4" A325 BOLTS

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

T/STEEL

SEE PLAN

T/STEEL

SEE PLAN

CHANNEL, BEYOND

1 1/2" 3"

2"

2"

10"3"

1' - 0"7

"

5"

1 1

/2"

1 1

/2"

BEAM, SEE PLAN


1/2" THICK STEEL PLATE

STEEL PLATE DIMENSION

(4) 3/4" A325 SLIP-CRITICAL BOLTS

3/16

3/163- SIDES

3/8" STIFFENER FOR CHANNEL SUPPORT6

"

NUMBER 2 CLEVIS

WT5X15 X 6" LONG, ATTACHED MID-DEPTH OF CHANNEL

2 1/2"

2 1

/2"

BEAM, SEE PLAN

CHANNEL, SEE PLAN

THREADED ROD, SEE PLAN FOR DIAMETER REQUIREMENT

NUMBER 2 CLEVIS

WT5X15 X 6" LONG, ATTACHED MID-DEPTH OF CHANNEL

2 1/2"

3"

2 1

/2"

BEAM, SEE PLAN


THREADED ROD, SEE PLAN FOR DIAMETER

REQUIREMENT

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

T/STEEL

SEE PLAN

STEEL FRAMING LEGEND

BEAM SIZE/DESIGNATIONW/ TOP OF STEEL ELEV.

TUBE STEEL COLUMN

BEAM FRAMED INTOSIDE OF TS COLUMN

BEAM FRAMED OVERTS COLUMN

BEAM TO COLUMN MOMENT CONNECTION

BEAM TO BEAMMOMENT CONNECTION

BEAM FRAMED INTO SIDE OF BEAM

BEAM CANTILEVER

W8

x10

(11

0'-0

")

6

2' - 2"

3/8" SHEAR PLATE

(3) 3/4" A325 BOLTS

CHANNEL, SEE PLAN 1/2"


3/8" SHEAR PLATE

(2) 3/4" A325 BOLTS

5"

T/STEEL

SEE PLAN

L4X4X3/8 X 5-1/2" LONG

SHIM AS REQUIRED

BEAM, SEE PLAN

L4X4X3/8 X 5-1/2" LONG

(4) 3/4" A325 SLIP-CRITICAL BOLTS

(2 EACH FLANGE)

SEE ARCH. DWGS. FOR WOOD OVER-BUILD MEMBER SIZES AND DETAILING

PROVIDE 2X BLOCK BETWEEN ROOF JOISTS, TYP.

2X NAILER

BEAM, SEE PLAN

SIMPSON H3 TIE AT EACH END OF ROOF JOIST, TYP.

2

4' - 0"

5' -

0"

1/2" THICK GUSSET PLATE, EACH END OF

BRACE

HSS4X4X1/4 BRACE

ERECTION BOLT

3/16 8

3/16 8EACH ENDOF BRACE

3/16 5

3/16 5EACH ENDOF BRACE

1"

1"

3/8" THICK PLATE STIFFENER

SIMPSON HTT4 TENSION TIE, W/ 5/8" THRU BOLT CENTERED IN HSS COLUMN

SIMPSON MSTD STRAP SIMPSON CMSTC16 COILED STRAP, EXTEND 7'-0"

DOUBLE TOP PLATE

1" TYP.



PROJECT NUMBER:






AGREEMENT WITH

DRAWN BY:

CHECKED BY:


suite 500


p 317.770.9714

f 317.770.9718

[email protected]


CERTIFICATION

S502

JDT

NDB

17-112

BLU

E W

AT

ER

BLU

E W

AT

ER

, LLC

123 N

EW

JE

RS

EY

ST

RE

ET

IND

IAN

AP

OLIS

, IN

CANOPY DETAILS

1 1/2" = 1'-0"S502

1 CONNECTION DETAIL

1 1/2" = 1'-0"S502


4 MOMENT CONNECTION PLATES (PLAN) 1 1/2" = 1'-0"S502

6 X-BRACING CONNECTION (PLAN)

1 1/2" = 1'-0"S502

7 X-BRACING CONNECTION

1 1/2" = 1'-0"S502

8 SECTION 1 1/2" = 1'-0"S502

3 CONNECTION DETAIL 1" = 1'-0"S502

5 KNEE BRACE

REVISIONS: DATE