NEW RESIDENCE - LoopNet · 2020. 6. 2. · ACI 315 "Details and Detailing of Concrete Reinforcement" and ACI SP-66 "Detailing Manual". Placing of reinforcing bars shall conform to

STRUCTURAL NOTES

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ISSUE DATEDESCRIPTION

DRAWN BY: CONTACT:

A 10.18.19COORDINATION SET

NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:

1018 W. 11TH STREETAUSTIN, TX 78703

PHONE: 512.499.0919WWW.STRUCTURESTX.COM

FIRM NO.: F-3323

LJG

JG

CONSTRUCTION,BIDDING,NOT BE USED FOR

THIS DRAWING SHALL

INTERIM REVIEW ONLY

THIS DOCUMENT IS RELEASEDFOR THE PURPOSE OF

OR PERMIT PURPOSES.

BY GERARD GARCIA P.E.TEXAS LICENSE NO: 67435

WHEN PRINTED ON 11X17SHEETS, REDUCE PRINT SCALE TO50% SO THAT ALL SCALES SHALLBE 12 THE SIZE OF NOTED SCALES.

GENERAL

1. Building Code: International Residential Code Structural Engineering Design Provisions, 2012 Edition.

2. The design gravity loads are as follows:

Superimposed Dead Loads (included, but not limited to):Mechanical and Ceiling: 10psfRoof Assemblies: 12psfWood Floor Assemblies: 15psf

Live Loads (in accordance with 2012 IRC):Roof: 20psfFloor: 40psfDecks: 40psfBalconies: 60psfUninhabitable AtticsWith Limited Storage: 20psfUninhabitable AtticsWithout Storage: 10psfGuardrails and Handrails: 200lb Point LoadGuardrails Infill Components: 50psf

3. The structure has been designed to withstand the wind pressures specified in ASCE 7-10, using a 3second gust basic wind speed of 115 miles per hour at a standard height of 33 feet above the groundin exposure B.

4. These drawings do not, nor are intended to, locate property lines, building set backs, nor heightlimitations. It is the contractor's responsibility to locate the building and construct it to, and within,applicable code restrictions. Further, it is the contractor's responsibility to address site drainageappropriate to the site and in consideration to adjoining properties.

5. Methods, procedures, and sequences of construction are the responsibility of the contractor andmust satisfy the minimum requirements of the 2012 International Residential Building Code. Thecontractor shall take all necessary precautions to maintain and insure the integrity of the structure atall stages of construction.

6. The general contractor and sub-contractors shall determine the scope of the structural work fromthe contract documents taken as a whole. The structural drawings shall not be considered separatelyfor purposes of bidding the structural work. Due consideration shall be given to other structuralwork or work related to the structure, including necessary coordination described or implied by thearchitectural and mechanical drawings.

7. Scales noted on the drawings are for general reference only. No dimensional information shall beobtained by direct scaling of the drawing.

8. The general contractor is responsible for coordination of all resulting revisions to the structuralsystem or other trades as a result of acceptance of contractor proposed alternatives or substitutions.

9. Structural members have been located and designed to accommodate the mechanical equipmentopenings specified by the mechanical consultant. Any submissions resulting in revisions to thestructure shall be the responsibility of the contractor to coordinate with Structures.

10. Principal openings in the structure are indicated on the contract documents, refer to thearchitectural, mechanical, electrical, and plumbing drawings for sleeves, curbs, inserts, etc. notherein indicated. Openings in slabs with a maximum side dimension or diameter of 12 inches or lessshall not require additional framing or reinforcement, unless noted otherwise. The location ofsleeves or openings in structural members shall be submitted to Structures for review.

FOUNDATION BUILDING PAD

1. The subsurface information and foundation design are based on a report prepared by KohutekEngineering & Testing, Inc., Project No. 214107.001, dated January 21, 2014. The contractor shallperform excavations, foundation construction, and preparation of the subgrade under the slab ongrade in accordance with the recommendations contained in the geotechnical report and projectspecifications. See the following design pressures reported therein.

- Grade Beams and Slab: Dead Load + Long-term Live Load: 2,000psf Total Load: 3,000psf

Testing laboratory shall confirm the proper bearing strata per geotechnical report.

2. Within the foundation outline, remove all fat clay and/or unstable, completely weathered limestonestrata, all organics (I.E., roots, trees, grass, and other humus), any building foundations or rubble,and any other deleterious materials to a minimum depth of 24" and replace with 30" of compactedselect fill per the geotechnical report.

3. Foundation conditions noted during construction, which differ from those described in thegeotechnical report shall be reported to the architect, geotechnical engineer and Structures, beforefurther construction is attempted.

4. The floor subgrade shall be properly compacted and proofrolled and shall be free of standing water,mud and frozen soil.

5. A vapor barrier with a performance equivalent to a 10 mil stego wrap vapor barrier shall be placedbeneath the slab on grade and shall be continuous under all grade beams.

6. All subgrade preparation shall conform to the geotechnical engineer's recommendations.

7. In areas beneath the slab where compacted fill depths exceed 4'-0", all utilities, exhaust lines andconduit, including but not limited to plumbing, gas, and electric conduit lines, shall be adequatelyattached to the underside of the concrete floor slab. Means and method of attachment shall be theresponsibility of the contractor and do not fall under the scope of these structural documents.

8. The foundation design assumptions do allow for a limited amount of potential vertical rise that willnot affect structural stability. This allowance in design does not cover architectural, mechanical,electrical or plumbing features.

CONCRETE

1. Concrete in the following areas shall have the following compressive strength (f'c) at 28 days:

Spread footings 3000 PSIGrade beams 3000 PSISlabs on grade 3000 PSI

2. All concrete mix designs shall be reviewed and approved by the testing agency prior to sending tothe engineer of record for approval.

3. Use the following cementitious materials, of the same type, brand and source throughout theProject:

Portland Cement: ASTM C 150, Type I/II

4. Fly ash may be used as a pozzolan to replace a portion of the portland cement in a concrete mix,subject to the approval of the structural engineer. Fly ash, when used, shall conform to ASTM C618,Type C or F. Concrete mixes using fly ash shall be proportioned to account for the properties of thespecific 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 and cement in the mix shall notexceed 25 percent.

5. Use the following normal-weight aggregates: ASTM C 33, coarse aggregate or better, graded.Provide aggregates from a single source conforming to the following:

Maximum Coarse-Aggregate Size: typically 3 4" nominal diameterFine Aggregate: free of materials with deleterious reactivity to alkali in cement

6. Water shall conform to ASTM C 94/C 94M and be potable.

7. Admixtures if used shall be subject to the approval of the structural engineer.

8. Mixing, transporting, and placing of concrete shall conform to ACI 301 and ASTM C 94.

9. Conformance to ACI 305.1 "Specification for Hot Weather Concreting" is required when airtemperature is above 90 deg F.

10. Conformance to ACI 306 "Cold Weather Concreting" is required when a period for more than three(3) consecutive days, the average daily air temperature is below 40 deg F and the air temperature isnot greater than 50 deg F for more than one-half of any 24 hour period.

11. General contractor shall notify the architect and Structures 48 hours prior to placement of concretein the foundation.

12. Detailing of concrete reinforcement bars and accessories shall conform to the recommendations ofACI 315 "Details and Detailing of Concrete Reinforcement" and ACI SP-66 "Detailing Manual".Placing of reinforcing bars shall conform to the recommendations of ACI 315R "Manual ofEngineering" and placing drawings for reinforced concrete structures" and CRSI "Manual of StandardPractice".

13. No conduit or piping larger than 1" I.D. shall be run in structural concrete members unless shown onstructural drawings.

14. All pipe sleeves in concrete members shall be schedule 40 pipe unless shown otherwise on thestructural drawings. Location of the sleeves shall be as approved by the Structural Engineer. Provide3 additional stirrups each side of each sleeve in beams and space as directed by the Engineer.

15. Reinforced steel shall be deformed new billet steel bars in accordance with A.S.T.M. SpecificationA615 Grade 60.

16. All stirrups shall be Grade 60 with standard 90 degree hooks.

17. Provide 2-#5 x 4'-0" "L" shaped bars top and bottom at all corners and "T" intersections of beams.

18. All hooks and bends in reinforcing bars shall conform to ACI Standards unless shown otherwise.

19. Reinforcement designated as "continuous" may be spliced using Type "B" splices. Reinforcement barsplice lengths in beams which are located at the centerline of supports for bottom bars and atmid-span for top bars may be 36 bar diameters, unless noted otherwise. Provide standard ACI hooksfor top and bottom bars at discontinuous ends of all grade beams.

20. Reinforcement bars shall not be tack welded, welded, heated, or cut unless indicated on the contractdocuments or reviewed by the structural engineer.

21. Minimum concrete cover protection for reinforcement bars shall be as follows: (see ACI 318 Section7.7 for conditions not noted)

Concrete exposed to weather#5 bars and smaller 1 - 1/2 inchesAll other bars 2 inchesConcrete cast against earth 3 inches

Grade beams:Top 1 - 1/2 inchesBoard formed sides 2 inchesEarth formed sides 3 inchesBottom 3 inches

Slabs on grade:Single layer or top layer 2 inchesBottom layer cast against soil 3 inchesBottom layer not cast against soil 2 inches

STRUCTURAL STEEL

1. Contractor shall fabricate and erect steel in accordance with OSHA's safety requirements, including29 CFR Part 1926 Safety Standards for Steel Erection.

2. Steel pipe shall conform to ASTM Specification A53, type E or S, Grade B.

3. Other steel shapes such as plates, angles, & channels shall conform to ASTM Specification A36.

4. Connection bolts for structural steel members shall be high strength bolts which meet or exceed therequirements of ASTM A325, Type N, X, or SC Class A. Bolts shall be designed as bearing type bolts,except as noted. Bolts shall be installed in accordance with the "snug tight" condition as outlined inthe "Specification for Structural Joints Using ASTM A325 or A490 bolts". Bolts shall have a hardenedwasher placed under the element to be tightened.

5. Structural steel details and connections shall conform to the standard of the A.I.S.C.. Fieldconnections shall be equivalent to standard framed connections using minimum 3 4" A325 bolts withtype ASTM A563 nuts and washers in accordance with Section 6 of the A.I.S.C. unless otherwiseshown. Connections shall be bolted or welded - see details.

6. Grout for base plates shall be non-shrink and non-metallic conforming to ASTM C827, and shall havea specified compressive strength at 28 days of 5000 psi. Pre-grouting of base plates will not bepermitted.

7. The wet setting of base plates shall not be allowed.

8. Splicing of structural steel members is prohibited without prior approval of the Engineer as tolocation and type of splice to be made. Any member having splice not shown and detailed on shopdrawings will be rejected.

9. Welding shall conform to the American Welding Society (AWS) Standard D1.1. Electrodes for shopand field welds shall conform to AWS A5.1 or AWS A5.5, Class E70XX, low hydrogen.

10. Anchor bolts (Anchor rods) shall conform to ASTM A307 or F1554 Grade 36, unless noted otherwise.

11. Penetrations shall not be cut in structural steel members unless so indicated in the drawings or asreviewed by the engineer.

12. Headed concrete anchors (H.C.A.) shall be Nelson or KSM deformed bar anchors (or acceptableequal), and shall conform to ASTM A108, Grades C-1010 though C-1020. Anchors shall beautomatically end welded with suitable stud welding equipment. Welding shall be in accordancewith the recommendations of the Nelson Stud Welding Company or the KSM Welding SystemsCompany.

13. Architecturally exposed structural steel members and connections shall conform with therequirements of the AISC "Code of Standard Practice for Steel Buildings and Bridges" forarchitecturally exposed structural steel (AESS), Section 10, unless more stringent requirements areshown or specified elsewhere.

14. Clean and prepare all steel surfaces according to SSPC-SP 2 and prime with SSPC-Paint 25 Type 2primer, U.N.O. on plans or in project specifications. Members embedded in concrete or receivingfireproofing shall not be primed.

POST-INSTALLED ANCHORS

1. Post-installed anchors shall only be used where specified on the drawings.

2. Contractor shall obtain approval from Engineer of Record prior to using post-installed anchors formissing or misplaced cast-in-place anchors.

3. Care shall be given to avoid conflicts with existing rebar. Holes shall be drilled and cleaned per themanufacturer's instructions. Anchors shall be installed per the manufacturer's installationinstructions at not less than minimum edge distances and/or spacings indicated in themanufacturer's literature.

4. Unless specified otherwise, anchors shall be embedded in the appropriate substrate with a minimumembedment of 8 times the nominal anchor diameter or the embedment required to support theintended load.

5. Contractor to notify engineer prior to installation for anchor product approval chosen from listbelow.

6. Substitution requests, for products other than those specified, shall be submitted to the Engineerwith calculations that are prepared & sealed by a registered Professional Engineer showing that thesubstituted product will achieve an equivalent capacity using the appropriate design procedurerequired by the Building Code.

7. Contact Simpson Strong-Tie at (800) 999-5099 or HILTI at (800) 879-6000 X7980 for product relatedquestions and availability.

8. Acceptable products for installation in concrete are as follows:

A. Screw anchors shall be:- Simpson Strong-Tie "Titen HD" per ICC ESR-2713- HILTI "Kwik HUS-EZ" per ICC ESR-3027

B. Adhesive anchors shall be:- Simpson Strong-Tie "SET-XP Epoxy-Tie Adhesive" per ICC ESR-2508- HILTI "RE500-SD Epoxy Adhesive" per ICC ESR-2322- HILTI "HIT-HY200 Adhesive" per ICC ESR-3187

STRUCTURAL NOTES

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DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



TIMBER

1. Unless otherwise noted, all structural framing lumber shall be clearly marked No. 2 Southern Pine bythe SPIB.

2. All wood studs shall be full height without intermediate plate line unless detailed otherwise.

3. Solid 2x blocking shall be provided at end and point of support of all wood joists and shall be placedbetween supports in rows not exceeding 8'-0" apart. All walls shall have 2x solid blocking at 4'-0" o.c.maximum vertically for plate heights exceeding 8'-0". End nail with 2-16d nails or side toe nail with1-16d nails.

4. Decking: All plywood decking shall be APA Rated Sheathing, Exposure 1. 3 4" T&G for floors with 48 24Span Rating, 5 8" with clips for roofs with 40 20 Span Rating, use 10d common nails at 6" o.c. at allsupported edges (B.N. & E.N.), 10d at 12" o.c. at all intermediate supports (1 58" min. penetration).All joints in plywood decking shall be staggered.

5. All exterior walls shall be solid clad with 1532" plywood APA Rated Sheathing, Exposure 1, from thetop plate to the bottom plate. Attach to frame using 10d nails spaced at 6" o.c. along edges and at12" at intermediate studs (1-5 8" min. penetration). Staple option: 1-3 4" 16 gage at 3" along edges andat 8" at intermediate studs (1" min. penetration). Staples shall have a minimum crown width of 716"and shall be installed with their crowns parallel to the long dimension of the framing members.

6. All framing members framing into the side of a header shall be attached using metal joist hangers.

7. Place a single plate at the bottom and a double plate at the top of all stud walls.

8. If nailing is not noted or shown otherwise on plans or details, nailing schedule shall be as follows:

Connection Nailing

1. Joist to sill or Girder - toenail.............................................(3) - 8d2. Bridging to joist - -toenail each end...................................(2) - 8d3. Sole plate to joist or blocking - typ. face nail.....................16d at 16" o.c. or brace wall panel................(3) - 16d4. Top plate to stud - endnail/endnail....................................(2) - 16d5. Stud to sole plate - toenail.................................................(4) - 8d

or end nail.. (2) - 16d6. Double studs - face nail......................................................16d at 24" o.c.7. Double top plates - typical face nail...................................16d at 16" o.c.

or lap splice (8) 16d8. Blocking between joists - toenail ......................................(3) - 8d9. Rafters to top plate w/ overhang < 2'-0" - toenail.............(3) - 8d10. Rafters to top plate w/ overhang > 2'-0"........................ provide Simpson h3

hurricane ties11. Rim joist to top plate - toenail..........................................8d at 16" o.c.12. Top plates (laps and intersections) - face nail..................(2) - 16d13. Continuous header (two pieces) .....................................16d at 16" o.c.

staggered along each edge14. Ceiling joists to plate - toenail..........................................(3) - 8d15. Continuous header to stud - toenail................................(4) - 8d16. Ceiling joists (laps over partitions) - face nail..................(3) - 16d17. Ceiling joists to parallel rafters - face nail........................(3) - 16d18. Rafter to plate - toenail....................................................(3) - 8d19. 1" diagonal brace to each stud and plate - face nail........(2) - 8d20. Built-up corner studs.......................................................16d at 24" o.c.21. Built-up girder and beams - face nail at top & bottom

staggered on opposite sides......20d at 32" o.c. face nail at ends and at each splice....................(2) - 20d22. 2" planks - at each bearing...............................................16d23. Collar tie to rafter - face nail............................................(3 - 10d24. Jack rafter to hip - toenail................................................(3) - 10d

face nail...........(2) - 16d25. Roof rafter to 2x ridge beam - toenail.............................(2) - 16d

face nail...........(2) - 16d26. Joist to band joist - face nail.............................................(3) - 16d27. Ledger strip - face nail......................................................(3) - 16d

28. Plywood Floor, wall and roof sheathing (to framing): 3 8" and less........................................................................8d 12", 5 8" and 3 4"...................................................................10d 1-1 8" and 1-1 4"...................................................................10d29. Floor plywood: Nails spaced at 6" o.c. at edges and at at 12" o.c.

at intermediate supports.30. Roof plywood: Nails spaced at 6" o.c. at edges and at 12" o.c. at

intermediate supports, "H" clips at 24" o.c.31. Panel siding (to framing):

12" or less.....................................................................6d

5 8"................................................................................8d

*Corrosion-resistant siding or casing nails

32. Built-up columns (unless detailed otherwise):

COLUMN TYPE FASTENERS

2 - 2X4....................1 row of 10d nails each side @ 8" o.c. staggered3 - 2x4....................1 row of 30d nails each side @ 8" o.c. staggered4 - 2x4....................1 row of 3 8" dia. through bolts @ 8" o.c. staggered2 - 2x6....................2 rows of 10d nails each side @ 8" o.c.3 - 2x6....................2 rows of 30d nails each side @ 8" o.c.4 - 2x6....................2 rows of 38" dia. through bolts @ 8" o.c.

9. Wood nailer attachment to steel members 3 8" thick or less: attach 2x nailer with 0.177" diameter x1-7 8" long HILTI X-AL-H powder actuated fasteners spaced at 8" o.c. staggered or with an approvedalternative.

10. Exterior sole plates and interior shear wall plates shall be attached to concrete foundations with5

8" Ø anchor bolts spaced at a maximum of 6'-0" o.c. There shall be a minimum of 2 bolts per platesection with one bolt located not more than 12" or less than 7 bolt diameter from each end of theplate section. At interior load bearing walls not part of the lateral bracing system sole plates shall beanchored in same manner or with 0.177" Ø x 2 2 8" long Hilti X-AL-H power actuated fasteners at 16"o.c. or with an approved alternative.

11. Common wire nails or spikes, or galvanized box nails shall be used for all framing unless notedotherwise.

12. Fasteners, including bolts, lag screws, and drift pins with diameters 3 8" or greater shall conform toSAE J 429 Grade 1. Bolts shall be installed per AMSI/ASME Standard B18.2.1.

PRE-ENGINEERED WOOD TRUSSES

1. Trusses shall be designed in accordance with the Truss Plate Institute design specifications for plateevaluation and National Design Specification for nail values.

2. Plates shall be designed for axial load eccentricity and section of metal.

3. Truss members shall be clamped into a mechanical or hydraulic jig with sufficient pressure to bringmembers into reasonable contact at all joints during application of connector plates.

4. Adequate anchorage and erection bracing shall be provided.

5. Plates shall be manufactured from 20 gauge zinc-coated (hot dip process) sheet conforming tocurrent ASTM-A-93.

6. All timber truss members shall be Grade #2 Southern Yellow Pine with a maximum moisture contentof 19%.

7. All trusses shall be designed for loads as noted on structural plans and sections.

8. All overhangs shall be designed for 10 pounds per square foot wind load upwards.

9. For size and location of mechanical openings see mechanical drawings.

10. Truss manufacturer shall submit shop drawings for approval.

GLULAM BEAMS

1. All laminated beams shall be of type 24F-V4 fabricated per Southern Pine Inspection Bureau"Standard Specification for Structural Glued Laminated Southern Pine Timber" and shall provideallowable design values of 2400 psi in bending, 300 psi in horizontal shear and 1,800,000 psi inmodulus of elasticity, unless noted otherwise in plan. Builder shall refer to architect for designationof exposed laminated beams as architectural grade.

LAMINATED VENEER LUMBER (LVL)

1. All laminated veneer lumber (LVL) shall be of species so. pine, Grade 1.9E & shall provide thefollowing allowable design values:

· 2600 psi in bending· 285 psi in horizontal shear· 1,900,000 psi in modulus of elasticity

2. Multiple plies shall be attached together with a minimum of:

· 2 rows of 10d common nails @ 12" o.c., 2" from top and bottom.· 3 rows of 10d common nails @ 12" o.c. for beam depths 14" or greater, 2" from top and

bottom.· For multiple plies of 4, 2 rows of 12" Ø A307 bolts w/ washers @ 16" o.c., 2" from top

and bottom.

3. Load must be applied evenly across entire beam width, u.n.o. If unable, follow manufacturerspecifications for side-loaded beams or contact engineer.

4. LVL beams shall only be penetrated in the middle third span. Do not notch LVL beams withoutapproval from Engineer. The maximum allowable round hole size is 2" for beams 7 1 4" in depth ormore. Rectangular holes are not allowed. Holes shall be located in the middle third of the depth &spaced a minimum of 2x diameter of the largest hole.

COORDINATION

1. Only certain of the required sleeve openings in structural framing component members, and onlycertain of the required framed openings in and/or through structural assembly are indicated on thestructural series drawings. However, all sleeves, inserts and openings, including frames and/orsleeves, therefore, shall be provided for passage, provision and/or incorporation of the work of thecontract, including but not limited to Mechanical, Electrical, and Plumbing work. The providing forsleeves or framed openings shall include the verification of sizes, alignment, dimension, position,locations, elevations, and grades as required to serve the intended purpose. Openings not indicatedon the structural series drawings, but required as above, shall have been approved by the engineer.

2. Refer to Architectural, Mechanical, Electrical, and Plumbing series drawings for floor elevations,slopes, drains, and location of depressed and elevated floor areas.

3. Structural series drawings shall be compared with drawings of other series; differences shall bereferred to the Architect for instruction.

4. Compatibility of accommodation and provision for building equipment supported on or fromstructural components shall be verified as to size, dimension, clearances, accessibility, weights, andreaction with the equipment for which the accommodation has been designed prior to submission ofshop drawings and submittal data for each equipment and for structural components; differencesshall be referred to the Architect for review and approval and notation.

5. The structural system of this building is designed to perform as a completed unit. Prior to completionof the structure, structural components may be unstable and it is the responsibility of the contractor,or the client in the absence of a general contractor, to provide temporary shoring and/or bracing asrequired for the stability of the incomplete structure and for the safety of all on-site personnel.

PROVIDE (2) #5X 4'-0" LONG @ALL CORNERS

1'-0" 11'-7 1/2"

1'-0"

1'-0"

1'-0" 11'-0 1/4"

1'-0"

12'-11 1/4"

1'-6"

9'-9 1/2"1'-0"

1'-0"

10'-0 1/4"

1'-0"

12'-11 1/4" 1'-0"

1'-0

"14

'-10

3/4"

1'-0

"

6'-7

"

1'-0

"

8'-8

"

1'-0

"

8'-8

1/4

"1'

-0"

4'-6 1/2"

4'-6

1/2

"11

'-3 1

/2"

15'-1

0"19

'-5"

25'-11 1/2" 15'-3 1/2"

26'-3" 4'-0"

42'-3"

16'-0

3/4

"8'

-6 1

/4"

19'-3

"

43'-1

0"

17'-7"

3'-8

7/8

"10

'-0 1

/8"

10'-0

1/8

"19

'-10

1/4"

VARI

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SLOPE -VERIFY

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F O U N D A T I O N P L A N N O T E S

1. SEE SHEET S0.0 FOR BUILDING PAD SPECIFICATIONS.

2. VERIFY AND COORDINATE ALL DIMENSIONS, ELEVATIONS, DROPSAND SLOPES WITH ARCHITECTURAL PLANS.

3. TOP OF SLAB (T.O.S) ELEVATION SHALL BE VERIFIED.

4. SLAB SHALL BE 4 12" MINIMUM THICKNESS ON 95% COMPACTEDSELECT FILL, REINFORCED WITH #3 @ 16" O.C., EACH WAY ATMID-DEPTH OF SLAB UNLESS OTHERWISE NOTED ON PLAN.

5. PROVIDE (2) #5 X 4'-0" "L" SHAPED BARS TOP AND BOTTOM AT ALLCORNERS AND "T" INTERSECTIONS OF BEAMS.

6. THESE STRUCTURAL DOCUMENTS DO NOT ADDRESS WATER ISSUESAS IT RELATES TO BUT NOT LIMITED TO SITE DRAINAGE, ROOFRUNOFF, OR WATER INTRODUCED BY ADJACENT PROPERTIES.ADEQUATE DRAINAGE SHALL BE PROVIDED TO LIMIT THE EFFECTSOF EROSION AND TO MAINTAIN THE INTEGRITY OF THESTRUCTURAL SYSTEM DESCRIBED. WATER ISSUES AND/ORWATERPROOFING ARE THE RESPONSIBILITY OF THE ARCHITECTAND CONTRACTOR AND ARE BEYOND THE SCOPE OF THESEDOCUMENTS.

7. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CERTIFY THATTHE COMPOSITION OF THE FILL MATERIAL USED AND ITSCOMPACTION ARE IN ACCORDANCE WITH THE BUILDING PADNOTES SPECIFIED ON SHEET S0.0.

8. SEE 7/S3.1 FOR BASE PLATE DETAIL.

9. SEE S3 SHEET SERIES FOR FOUNDATION DETAILS.

10. SEE SHEET S0.0 FOR ADDITIONAL NOTES.

1 FOUNDATION PLAN1 / 4" = 1' - 0"

2/S3.1

2/S3.1

12'-0"

HATCHED AREAINDICATES

THICKENED SLAB- SEE 8/S3.1

1'-0

"6'

-5"

1'-0

"

8'-8

"

1'-0

"

8'-8

1/4

"1'

-0"

1'-0"

8'-7

"

11'-7 1/2"

5'-11 1/2"

2 3/

4"

6/S3.1

6/S3.1

6'-0 1/2"

15'-1

0"2

3/4"

PLAN NORTHFOUNDATION PLAN

S1.0

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



1. ALL ROOF RAFTERS SHALL BE 2X8 SPACED @ 24" O.C. W/ A MAXIMUMUNSUPPORTED HORIZONTAL SPAN OF 11'-0" OR 2X10 @ 24" O.C. WITH AMAXIMUM SPAN OF 14'-0", U.N.O. ON PLAN.

2. ALL FLOOR JOISTS SHALL BE PRE-ENGINEERED FLOOR TRUSSES TO BEDESIGNED BY THE TRUSS MANUFACTURER FOR THE SUPERIMPOSED LOADSSTATED ON SHEET S0.0, U.N.O. ON PLAN.

3. ALL LOAD BEARING WALLS SHALL BE 2X6 STUDS @ 16" O.C. FOR EXTERIORWALLS AND 2X4 STUDS @ 16" O.C. FOR INTERIOR WALLS AND AREINDICATED AS:

4. ALL WALLS SHOWN ARE FROM FLOOR BELOW.

5. ALL WALLS INCLUDING GABLE END WALLS SHALL BE FRAMED FULL HEIGHTWITH NO INTERMEDIATE PLATES.

6. CEILING JOISTS SHALL MEET OR EXCEED THE FOLLOWING CRITERIA:

FOR UNINHABITABLE ATTICS WITH LIMITED STORAGE:

JOIST SIZE SPACING MAXIMUM SPAN

2X6 24" O.C. 11'-0" 2X8 24" O.C. 14'-2" 2X10 24" O.C. 16'-11"*DOUBLE ALL CEILING JOISTS SUPPORTING ROOF RIDGE LOADS

FOR UNINHABITABLE ATTICS WITHOUT STORAGE:



7. ALL HEADERS SHALL BE FULLY SUPPORTED BY 2-STUD COLUMNS, U.N.O. ONPLAN. HEADERS MARKED (TYP. HDR) SHALL BE (3) 2X6 MIN. @ 2X6 STUDWALLS & (2) 2X8 MIN. @ 2X4 STUD WALLS.

8. PREFABRICATED FLOOR TRUSSES SHALL BE DESIGNED TO SUPPORTSUPERIMPOSED UNIFORM LOADS AS FOLLOWS:LIVE LOAD......... PER SHEET S0.0DEAD LOAD....... PER SHEET S0.0*SEE PLAN FOR ADDITIONAL LOADS

9. ALL JOIST HANGERS ARE INDICATED AS AND SHALL BE THEFOLLOWING BY SIMPSON STRONGTIE*:- 2X12.................................. LUS210- 1 3 4" X 11 1 4" LVL............... HU11- (2) 1 3 4" X 11 1 4" LVL.......... HU412 OR HUC412- (2) 1 3 4" X 18" LVL.............. HUCQ412-SDS- 2X FLOOR TRUSS............... PER TRUSS MANUFACTURER'S SPEC.*ALL HANGERS SHALL BE INSTALLED TO MANUFACTURER'S SPECIFICATIONS


F R A M I N G P L A N N O T E S

1 SECOND FLOOR & CARPORT ROOF FRAMING PLAN1 / 4" = 1' - 0"

TYP. HDR

(2) 1 3 4" X 11 1 4" LVL

(3) 2

X10

HDR

1 3 4

" X 1

1 1

4" L

VL F

ASCI

A

TYP.

HDR

CON

T. 2

X12

LEDG

ER

GIRD

ER T

RUSS

TYP.

HDR

(2) 1 3 4" X 11 1 4" LVL

CAN

T. 1

34"

X 1

1 1

4" L

VL L

EDGE

R

2X12

RO

OF

JOIS

TS @

16"

O.C

.

CAN

T. (3

) 2X8

CAN

T. (3

) 2X8

2X4 OUTRIGGERS@ 16" O.C. W/INVERTED SIMPSONLUS24 HANGER

4" STD PIPECOLUMN

4" STD PIPECOLUMN

4" STD PIPECOLUMN

'L' '2L'

18" D

EEP

PRE-

ENGI

NEE

RED

FLO

OR

TRU

SSES

@ 1

6" O

.C.

18" DEEP PRE-ENGINEERED FLOOR TRUSSES @ 16" O.C.

18" D

EEP

PRE-

ENGI

NEE

RED

FLO

OR

TRU

SSES

@ 1

6" O

.C.

1/S4.3

2/S4.3

OPENFOR STAIROPEN

FOR STAIR

2X12

FLO

OR

JOIS

TS@

24"

O.C

.

TYP. HDR

GIRD

ER T

RUSS

BALL

OO

N F

RAM

E W

ALL

(3) 2

X10

HDR

TYP. HDR

TYP. HDR

TYP. HDR

18" DEEP PRE-ENGINEEREDFLOOR TRUSSES @ 16" O.C.

GIRD

ER T

RUSS

(3) 2

X12

HDR

GIRDER TRUSS

(2) 1

3 4" X

18" L

VL

4-STU

D

COLU

MN

TYP.

HDR

18'-5"

PLAN NORTH

(2) 1 3 4" X 18" LVLCANT. (3) 1 3 4" X 18" LVL

INVERTED HANGER

GIRD

ER T

RUSS

CON

T. (3

) 1 3

4" X

18"

LVL

CANT. (3) 1 3 4" X 18" LVL

GIRDER TRUSS

4" STD PIPE COLUMN

W/ SIMPSON

CC0Q4SDS2.5 POST CAP

4" STD PIPE COLUMN

W/ SIMPSON

CC0Q4SDS2.5 POST CAP(2) 1 3 4" X 18" LVL

SECOND FLOOR & CARPORTROOF FRAMING PLAN

S2.0

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



1. ALL FLOOR JOISTS SHALL BE PRE-ENGINEERED FLOOR TRUSSES TO BEDESIGNED BY THE TRUSS MANUFACTURER FOR THE SUPERIMPOSED LOADSSTATED ON SHEET S0.0, U.N.O. ON PLAN.





6. ALL JOIST HANGERS ARE INDICATED AS AND SHALL BE THEFOLLOWING BY SIMPSON STRONGTIE*:- 2X FLOOR TRUSS............... PER TRUSS MANUFACTURER'S SPEC.*ALL HANGERS SHALL BE INSTALLED TO MANUFACTURER'S SPECIFICATIONS



1 THIRD FLOOR & LOW ROOF FRAMING PLAN1 / 4" = 1' - 0"

OPENFOR STAIR

OPENFOR STAIR

TYP. HDRTYP. HDRTYP. HDR

GIRDER TRUSS

TYP. HDR(3) 2X8 HDRTYP. HDR

(2) 2

X10

HDR

GIRD

ER T

RUSS

(2) 2

X8 H

DRTY

P. H

DR

TYP.

HDR

(2) 2

X8 H

DR

(3) 2

X8 H

DR

GIRD

ER T

RUSS

LINE LOADFROM ABOVE

OUTLINE OFFLOOR ABOVE

TYP.

HDR

18" DEEP PRE-ENGINEERED FLOORTRUSSES @ 16" O.C. - TYP.

18" DEEP PRE-ENGINEERED FLOORTRUSSES @ 16" O.C. - TYP.

LINE LOAD:D= 116 PLF

RLL= 192 PLF

3-STUDCOLUMN

3-STUDCOLUMN

GIRD

ER T

RUSS

GIRD

ER T

RUSS

GIRD

ER T

RUSS


RLL= 188 PLF


RLL= 170 PLF

LINE LOADFROM ABOVE

OUTLINE OFFLOOR ABOVE


RLL= 172 PLF

BALL

OO

N F

RAM

E W

ALL

BALL

OO

N F

RAM

E W

ALL

(3) 2X8 HDR

TYP.

HDR

2-STUDCOLUMN

2-STUDCOLUMN

2-STU

D

COLU

MN

2-STU

D

COLU

MN

2-STUDCOLUMN

2-STUD

COLUMN

2-STU

D

COLU

MN

PLAN NORTH

THIRD FLOOR & LOW ROOFFRAMING PLAN

S2.1

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.






4. CEILING JOISTS SHALL MEET OR EXCEED THE FOLLOWING CRITERIA:

FOR UNINHABITABLE ATTICS WITH LIMITED STORAGE:



FOR UNINHABITABLE ATTICS WITHOUT STORAGE:




6. ALL JOIST HANGERS ARE INDICATED AS AND SHALL BE THEFOLLOWING BY SIMPSON STRONGTIE*:- 2X8.................................... LUS28*ALL HANGERS SHALL BE INSTALLED TO MANUFACTURER'S SPECIFICATIONS


8. ALL TIMBER FRAMING AT EXTERIOR CONDITIONS SHALL BE WATERPROOFED& PROTECTED FROM THE ELEMENTS.


1 UPPER ROOF FRAMING PLAN1 / 4" = 1' - 0"

TYP.

HDR

HATCHED AREA INDICATESFRAMING BELOW - SEE1/S2.1 FOR MORE INFO.

2X8 RAFTERS @ 16" O.C.TY

P. H

DR

HATCHED AREA INDICATESFRAMING BELOW - SEE1/S2.1 FOR MORE INFO.

2X8 RAFTERS @ 24" O.C.

TYP. HDRTYP. HDR

TYP. HDRTYP. HDR

TYP.

HDR2X8 RAFTERS @ 16" O.C. TYP

. HDR



(2) 2X8 RAFTERS @ 16" O.C.

CANT. (3) 1 3 4" X 9 1 4" LVL(DROPPED)

2-STUDCOLUMN

2-STUDCOLUMN

CANT. (3) 1 3 4" X 14" LVL(DROPPED)

BALL

OO

N F

RAM

E W

ALL

BALL

OO

N F

RAM

E W

ALL

2-STUDCOLUMN

2-STUDCOLUMN 'L''2L'

'L' '2L'

PLAN NORTH

(2) 2X8(FLUSH)



(BELOW)

TYP. HDRTYP. HDR

UPPER ROOFFRAMING PLAN

S2.2

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



1 FIRST FLOOR LATERAL BRACING PLAN1 / 4" = 1' - 0"

BRACE LINE 4SEE SHEAR WALL

SCHEDULE


SCHEDULE


SCHEDULE


SCHEDULE

BRACE LINE 6SEE SHEAR WALLSCHEDULE

BRAC

E LI

NE

8SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

7SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

5SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

9SE

E SH

EAR

WAL

LSC

HEDU

LE

1. (X'-X") INDICATES SHEAR WALL TYPEAND MINIMUM LENGTH. SEE SHEAR WALL SCHEDULETHIS SHEET FOR SHEATHING TYPE AND FASTENINGREQUIREMENTS.

2. SHEATHING AND FASTENING REQUIREMENTS MAY NOTBE SUBSTITUTED WITH ANOTHER SYSTEM WITHOUTPRIOR APPROVAL OF STRUCTURES PE, LLP.

3. SEE FRAMING PLANS FOR ADDITIONAL INFORMATION.


1

1

2

SWMARK SHEATHING

1532" SHEATHING

(ONE SIDE, BLOCKED)

FASTENER ATPANEL EDGES

8d @ 6" O.C.

FASTENER ATPANEL INTERIOR

ANCHORBOLTS* SILL ANCHORS

A35 CLIPSPACING

ASD WIND SHEARWALL CAPACITY

HOLDOWNANCHOR NOTES

N/A8d @ 12" O.C.5

8" Ø @48" O.C.

16d @ 4" O.C. 16" O.C. 392 PLF SEE PLAN

S H E A R W A L L S C H E D U L E

12" GYP. BOARD(BOTH SIDES) N/AN/A 120 PLF N/A16d @ 4" O.C.

#6 X 1 1 4" LONGTYPE "S" @

8" O.C.

#6 X 1 1 4" LONGTYPE "S" @

8" O.C.N/A

1 (11'-7") 1 (12'-4")

1(1

5'-1

1")

1(1

1'-3

")

1(7

'-9")

1(9

'-8")

1 (12'-0")

1 (12'-9")

1 (15'-3")

1 (4'-0")

2(7

'-8")

PLAN NORTH

1(8

'-0")

HTT5HOLDDOWN

HTT5HOLDDOWN

HTT5HOLDDOWN

HTT5HOLDDOWN

PERF

ORA

TED

SHEA

R W

ALL

HTT5HOLDDOWN

HTT5

HOLD

DOWN

PERF

ORA

TED

SHEA

R W

ALL

HTT5

HOLD

DOWN

HTT5

HOLDDOWN

2(7

'-8")

2 (15'-0")

FIRST FLOOR LATERALBRACING PLAN

S2.0A

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



BRAC

E LI

NE

8SE

E SH

EAR

WAL

LSC

HEDU

LE

1 SECOND FLOOR LATERAL BRACING PLAN1 / 4" = 1' - 0"

1 (10'-6")

1 (9'-6")

1 (15'-1")

1 (5'-11")

2 (11'-7")1

(4'-2

")

1(8

'-0")


SCHEDULE


SCHEDULE

2 (21'-5")

1 (6'-6")

2 (11'-5")

1(7

'-9")

BRAC

E LI

NE

5SE

E SH

EAR

WAL

LSC

HEDU

LE



SCHEDULE


SCHEDULE


SCHEDULE

BRAC

E LI

NE

9SE

E SH

EAR

WAL

LSC

HEDU

LE


BRAC

E LI

NE

10SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

12SE

E SH

EAR

WAL

LSC

HEDU

LE





1

1

2

SWMARK SHEATHING

1532" SHEATHING

(ONE SIDE, BLOCKED)


8d @ 6" O.C.



A35 CLIPSPACING


HOLDOWNANCHOR NOTES

N/A8d @ 12" O.C.5

8" Ø @48" O.C.




#6 X 1 1 4" LONGTYPE "S" @

8" O.C.

#6 X 1 1 4" LONGTYPE "S" @

8" O.C.N/A

PLAN NORTH

CMST

C16

CMST

C16

CMSTC16

CMSTC16

2(1

0'-7

")

2(7

'-2")

2(9

'-5")

2(7

'-8")

2(7

'-8")

CMST

C16

CMST

C16

SECOND FLOORLATERAL BRACING PLAN

S2.1A

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



1 THIRD FLOOR LATERAL BRACING PLAN1 / 4" = 1' - 0"

1(9

'-5")

1(5

'-3")

1(9

'-5")

1(8

'-0")

1(7

'-5")

1(4

'-2")

1 5'-7")

1 (15'-4")

1 (11'-0")

1 (5'-0")

1 (16'-2")

1 (11'-11")



BRAC

E LI

NE

5SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

9SE

E SH

EAR

WAL

LSC

HEDU

LE



BRAC

E LI

NE

15SE

E SH

EAR

WAL

LSC

HEDU

LE

BRAC

E LI

NE

16SE

E SH

EAR

WAL

LSC

HEDU

LE


BRAC

E LI

NE

18SE

E SH

EAR

WAL

LSC

HEDU

LE





1

1

2

SWMARK SHEATHING

1532" SHEATHING

(ONE SIDE, BLOCKED)


8d @ 6" O.C.



A35 CLIPSPACING


HOLDOWNANCHOR NOTES

N/A8d @ 12" O.C.5

8" Ø @48" O.C.




#6 X 1 1 4" LONGTYPE "S" @

8" O.C.

#6 X 1 1 4" LONGTYPE "S" @

8" O.C.N/A

PLAN NORTH

2(7

'-8")

2(7

'-8")

CS14

CS14

CS14

CS14

CS14

CS14

CS14

CS14

CS14

CS14

THIRD FLOOR LATERALBRACING PLAN

S2.2A

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



6" M

IN. 1

'-0" M

IN.

- DO NOT CUT REINFORCEMENT TO ACCOMMODATE PIPE.- IF CLEARANCES SHOWN BELOW ARE SATISFIED, BEAM DEPTH DOES NOT NEED TO BE INCREASED; HOWEVER, THE ADDITIONAL STIRRUPS MUST BE ADDED.

NOTE:

(2) #5 CONT.TOP & BOT. W/#3 STIRRUPS@ 24" O.C.

#3 @ 16" O.C. EA.WAY @ MID-DEPTH

OF SLAB, TYP.

HORIZONTAL PIPE2" O.D. OR LARGER

FIELD BEND BOTTOMREINFORCEMENT AS

REQUIRED TO MAINTAIN6" CLEARANCE FROM

BOTTOM OF BEAM

(2) #5 X 4'-0" MIDDEPTH OF SLAB

3" CLR

1 PLAN AT INSIDE CORNER3 / 4" = 1' - 0" 2 HORIZONTAL PENETRATION OF GRADE BEAM 3 / 4" = 1' - 0"

PROVIDE (2) ADDITIONALSTIRRUPS EA. SIDE OF

PENETRATION

EQ EQSLAB REINFORCEMENT- SEE PLAN

VAPOR RETARDER- SEE STRUCTURALNOTES, TYP.

COMPACTEDSELECT FILL, TYP.

IF CONDUIT MUST BE PLACED INSLAB, PROVIDE #3 x 36" LONG,

AS SHOWN, PERPENDICULARTO CONDUIT AND BETWEEN

EACH EXISTING SLAB BAR. (SLABCRACKING MAY STILL OCCUR)

PREFERRED LOCATION OFELECTRICAL CONDUIT (IN FILL)

3 SLAB REINFORCING AT CONDUIT 1 1 / 2" = 1' - 0"

2" C

LR.

2'-0" MAXCONDUIT BANK

4" MIN. TO TOPOF CONDUIT

5TYPICAL REINFORCEMENT AT SLEEVES OR OPENINGS THRU SLAB ON GRADEN.T.S.

OPEN

OPEN

#3 X 4'-0"ON (4) SIDESOF OPENING

OPENING

#3 ON (4) SIDESOF OPENING

#3 DIAGONALON (4) SIDESOF OPENING

2'-0"TYP.

2'-0

"TY

P.

SLEEVED OPENINGS14" Ø TO 28" Ø

SLEEVED OPENINGS6" Ø TO 12" Ø

RECTANGLE ORSQUARE OPENING2'-0" MAX. WIDTH

2'-0

"TY

P.

2'-0"TYP.

#3 ON (4) SIDESOF OPENING

#3 DIAGONALON (4) SIDESOF OPENING

1'-0"

TYP.

THE GENERAL CONTRACTOR SHALLEXAMINE THE ARCHITECTURAL &MECHANICAL DRAWINGS FOR REQUIREDOPENINGS - WHETHER OR NOT SHOWNON THESE DRAWINGS, AND SHALLVERIFY SIZE AND LOCATIONS OF ALLOPENINGS WITH MECHANICALCONTRACTOR & STRUCTURAL ENGINEER.

4TYPICAL GRADE BEAM BAR PLACEMENT DETAILS N.T.S.

36 B

AR D

IA.

36 BAR DIA.

PLAN VIEW AT CORNER PLAN VIEW AT "T"INTERSECTION

36 BAR DIA.- TYP.

EXTEND BEAMREINF. THRU

6 TYPICAL WALL SECTION 1 " = 1 ' - 0 "

2X RAFTERS- SEE PLAN

PLYWOOD SHEATHING -SEE S0.0 FOR THICKNESS& ATTACHMENT

2X STUDS @ 16" O.C.

ROOF DECKING - SEES0.0 FOR THICKNESS& ATTACHMENT

TYPICALCONCRETE SLAB -

SEE PLAN & S3.1

TYPICAL PERIMETERCONCRETE GRADEBEAM - SEE PLAN &S3.1 FOR SIZE & REINF.

SEE S0.0 FORSILL PLATE

ATTACHMENT

E.N.

E.N.

B.N.

BLOCKING ATEACH BAY W/ CLIP- SEE SHEAR WALL

SCHEDULE

#11 22" 19" 17" 16" 14"*

#10 20" 17" 15" 14" 12"*

#9 18" 15" 14" 13" 11"

#8 16" 14" 12" 11" 10"

#7 14" 12" 11" 10" 9"

#6

#5

#4

#3 6" 6" 6" 6" 6"

LDH

f'c=3000 PSI

'LDH' TENSION DEVELOPMENT LENGTH(EMBEDMENT LENGTH)

FOR STANDARD END HOOKS(GRADE 60 UNCOATED BARS)

NORMAL WEIGHT CONCRETE

LDH 2" MIN.COVER

STANDARD 90° HOOKSIDE COVER > 2 1/2"

(*)

LDH

STANDARD 180° HOOKSIDE COVER > 2 1/2"

2" MIN. COVER ONEXPOSED SURFACESINCREASE ldh DIMENSION IFNECESSARY (*)

f'c=4000 PSI f'c=5000 PSI f'c=6000 PSI f'c=8000 PSI

LDH LDH LDH LDH

8" 7" 6"* 6"* 6"*

10" 9" 8" 7" 6"*

12" 10" 9" 8" 7"*

#11

#10

#9

#8

#7

#6

#5

#4

#3

LD TOP

'LD' TENSION DEVELOPMENT LENGTH(GRADE 60 UNCOATED BARS)


LD BOTTOM

f'c = 3000 PSI

22" 17"

#11

#10

#9

#8

#7

#6

#5

#4

#3

TOP

TENSION LAP SPLICES - CLASS B - TOP & BOTTOM BARS(GRADE 60 UNCOATED BARS)


BOTTOM

f'c = 3000 PSI f'c = 4000 PSI f'c = 5000 PSI f'c = 6000 PSI f'c = 8000 PSI

NOTES:1. WHEN EITHER SIDE OR END COVER IS SMALLER THAN 2 12", MULTIPLY "LDH" BY 1.4.2. END CONCRETE COVER (90° HOOKS) ≥ 2".3. * FOR 180° HOOKS AT RIGHT ANGLES TO EXPOSED SURFACES, 2" MINIMUM COVER TO

TAIL SHALL BE PROVIDED.

NOTES:

1. TABULATED VALUES ARE APPLICABLE ONLY IF CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN'db', CLEAR COVER IS NOT LESS THAN 'db', AND STIRRUPS OR TIES THROUGHOUT 'ld' IS NOT LESS THAN CODE MINIMUMOR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 2X 'db' AND CLEAR COVER IS NOT LESSTHAN 'db'. WHERE db IS THE NOMINAL DIAMETER OF THE BAR.

2. 'TOP' BARS ARE HORIZONTAL REBAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BARS AT THE ENDDEVELOPMENT LENGTH.

3. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3.4. FOR EPOXY COATED BARS, MULTIPLY TABULATED VALUES BY THE RATIO OF THE REINFORCEMENT YIELD STRENGTH

DIVIDED BY 60 KSI.5. FOR CLASS "A" SPLICE USE VALUE AS NOTED IN THE TENSION DEVELOPMENT LENGTH TABLE.

NOTES:

1. TABULATED VALUES ARE APPLICABLE ONLY IF CLEAR COVER OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 'db', AND STIRRUPSOR TIES THROUGHOUT 'LD' IS NOT LESS THAN CODE MINIMUM, OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESSTHAN 2X 'db' AND CLEAR COVER IS NOT LESS THAN 'db'. WHERE db IS THE NOMINAL DIAMETER OF THE BAR.

2. 'TOP' BARS ARE HORIZONTAL REBAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BARS AT THE DEVELOPMENT LENGTH.3. FOR LIGHT WEIGHT CONCRETE, MULTIPLY TABULATED VALUES BY 1.3.4. FOR EPOXY COATED BARS, MULTIPLY TABULATED VALUES BY 1.5 FOR BOTTOM BARS, AND BY 1.3 FOR TOP BARS.5. FOR REINFORCEMENT OTHER THAN GRADE 60, MODIFY THE TABULATED VALUES BY THE RATIO OF THE REINFORCEMENT YIELD STRENGTH

DIVIDED BY 60 KSI.

#11

#10

#9

#8

#7

#6

#5

#4 11"

LDC STANDARD LAP WITH COLUMN SPIRALS

BARSIZE

BARSIZE

TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM

131"

118"

105"

93"

81"

56"

47"

37"

28"

101"

91"

81"

72"

63"

43"

36"

29"

22"

113"

102"

91"

80"

70"

48"

40"

32"

24"

87"

79"

70"

62"

54"

37"

31"

25"

19"

78"

70"

63"

55"

49"

33"

28"

22"

17"

93"

83"

74"

66"

58"

40"

33"

26"

20"

71"

64"

57"

51"

44"

31"

25"

20"

16"

80"

72"

64"

57"

50"

34"

29"

23"

17"

62"

56"

49"

44"

38"

26"

22"

18"

16"

101"

91"

81"

72"

63"

43"

36"

29"

22"

29" 22"

36" 28"

43" 33"

63" 48"

72" 55"

81" 62"

91" 70"

101" 78"

LD TOP LD BOTTOM

f'c = 4000 PSI

19" 15"

25" 19"

31" 24"

37" 29"

54" 42"

62" 48"

70" 54"

79" 61"

87" 67"

LD TOP LD BOTTOM

f'c = 5000 PSI

13"

17"

22"

26"

37"

43"

48"

54"

60"

LD TOP LD BOTTOM

f'c = 6000 PSI

15" 12"

20" 16"

25" 20"

31" 24"

44" 34"

51" 39"

57" 44"

64" 49"

71" 55"

LD TOP LD BOTTOM

f'c = 8000 PSI

13" 12"

18" 14"

22" 17"

26" 20"

38" 30"

44" 34"

49" 38"

56" 43"

62" 48"

BARSIZE

17"

22"

28"

33"

49"

55"

63"

70"

78"

BARSIZE

'LDC' COMPRESSION DEVELOPMENT LENGTHAND COMPRESSION LAP SPLICES

(GRADE 60 UNCOATED BARS)NORMAL WEIGHT CONCRETE

14"

17"

20"

22"

25"

28"

31"

15"

19"

23"

26"

30"

34"

42"

12"

14"

17"

20"

23"

25"

29"

32"

#3 9" 12" 12"

38"

MINIMUM LAP SPLICE

NOTES:1. STANDARD LAP SPLICE LENGTH FOR COMPRESSION BARS = 30 BAR DIAMETERS,

BUT NOT LESS THAN 12".2. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE

LARGER OF LDC.3. SPIRALS SHALL CONFORM TO ACI 7.10.4 & 10.9.3.

f'c ≥ 3000 PSI

TYPICALFOUNDATION

DETAILS

S3.0

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



2'-0

"

1'-0"3'

-0"

1'-0"

SEE PLANSLOPE -

SEE

PLAN

SEE PLAN FOR DROP LOCATION.

SEE

PLAN

2'-0

"

NOTE:

1'-0"

2'-0

"

(2) #5 CONT. TOP &BOTTOM W/ #3STIRRUPS @ 24" O.C.TO APPROVED BEARING:

24" INTO UNDISTURBEDNATURAL SOILS


OF SLAB, TYP.


OF SLAB, TYP.

(2) #5 CONT. TOP &BOTTOM W/ #3STIRRUPS @ 24" O.C.


OF SLAB, TYP.

#3 @ 16" O.C. EA.WAY @ MID-DEPTHOF SLAB, TYP.

REMOVE EXISTING SOIL2'-0" BEYOND BUILDINGOUTLINE - REPLACE WITHSLOPED COMPACTED FILL& 9" MAX. OF TOP SOIL

FOR BEAM DEPTHS≥ 2'-6" PROVIDE #4CONT. @ EA. FACE


1'-0"


4 1/2"

MIN

.

4 1/2"4 1/2"

4 1/2"



COMPACTEDSELECT FILL, TYP. COMPACTED

SELECT FILL, TYP.

1 PERIMETER GRADE BEAM 3 / 4" = 1' - 0" 2 INTERIOR GRADE BEAM 3 / 4" = 1' - 0" 3 INTERIOR GRADE BEAM W/ DROP 3 / 4" = 1' - 0" 4 INTERIOR GRADE BEAM W/ DROP 3 / 4" = 1' - 0"

VAPOR RETARDER -SEE STRUCTURAL

NOTES, TYP.

VAPOR RETARDER- SEE STRUCTURAL

NOTES, TYP.

VAPOR RETARDER- SEE STRUCTURAL

NOTES, TYP.VAPOR RETARDER- SEE STRUCTURAL

NOTES, TYP.

STUD WALLWHERE OCCURS

MIN.1'-0"

SEE

PLAN


VAPOR RETARDER- SEE STRUCTURALNOTES, TYP.


4 1/2"4 1/2"

5 SLAB DROP DETAIL 3 / 4" = 1' - 0"

2'-0"

2'-0

" MIN

.(4) #5 X 1'-6"BOTTOM EA. WAY

TO APPROVED BEARING:3" MIN. INTO WEATHEREDLIMESTONE OR 24" BELOWEXISTING GRADE

STEEL BASEPLATE - SEEPLAN & DETAIL 7/S3.1 FLATWORK- BY OTHERS

6 EXTERIOR SPREAD FOOTING DETAIL3 / 4" = 1' - 0"

PIPE COLUMN- SEE PLAN

CCOL./FTG.

L

EQEQ

EQ EQ

1 1/2"

1 1/

2"7"

1 1/

2"

7"

1 1/2"

10"

10"

38" STEEL PLATE W/

(4) 12" Ø X8" H.C.A

STEEL PIPECOLUMN

7 BASE PLATE DETAIL 1 1 / 2 " = 1 ' - 0 "

1/4

3'-0

"


BEND BAR BACKTO GRADE BEAM

1'-0"

4 1/2"

8 SECTION @ CANTILEVERED SLAB 3 / 4" = 1' - 0"


10 MIL VAPORRETARDER, TYP.


10"

2 1/

2"

SEE PLAN 4'-0" MAX.

PROVIDE 8'-0" BACKSPAN FOR CANTILEVERED #5 LONGITUDINAL BARS

NOTE:

TO APPROVED BEARING:24" INTO UNDISTURBEDNATURAL SOILS

MIN

.

FOUNDATIONDETAILS

S3.1

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



1 TYPICAL SILL PLATE TO CONCRETE ATTACHMENT1 1 / 2 " = 1 ' - 0 "

7" MIN.

STANDARD WASHERAND NUT (SNUG-TIGHT)

58" Ø "J" BOLT W/ MIN.

EMBEDMENT INTOCONCRETE AS SHOWN

SEE SHEET S0.0 FORADDITIONAL ANCHORREQUIREMENTS

OPTION: 58" Ø X 4 1 4"EMBED SIMPSON

TITEN HD ANCHOR

1 3/4" MIN.

FROM EDGE

OF CONCRETE

NOTE:ALTERNATE CONTRACTOR'SOPTION: DRILL & EPOXY 5 8" ØTHREADED ROD WITH 7"MINIMUM EMBEDMENT.

2TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS PANEL SHEATHING 1 " = 1 ' - 0 "

16d NAILS@ 12" O.C.

8d NAILS @6" O.C. (ALLPANEL EDGES)

ORIENTATION OFSTUD MAY VARY -SEE DETAIL 3/S5.0

GYPSUM WALLBOARD INSTALLED IN

ACCORDANCE W/CHAPTER 7 OF IRC

WOOD STRUCTURALPANEL INSTALLED IN

ACCORDANCE W/SHEET S0.0

8d NAILS @ 12" O.C.ON ALL FRAMINGMEMBERS NOT ATPANEL EDGES

OUTSIDE CORNER DETAIL

ORIENTATION OFSTUD MAY VARY -SEE DETAIL 3/S5.0

GYPSUM WALLBOARD INSTALLED IN

ACCORDANCE W/CHAPTER 7 OF IRC

8d NAILS @ 6" O.C. ALLFRAMING MEMBERS AT

PANEL EDGES & 12" O.C.ON ALL FRAMING

MEMBERS @ PANEL EDGES

INSIDE CORNER DETAIL

16d NAILS@ 12" O.C. WOOD STRUCTURALPANEL INSTALLED IN

ACCORDANCE W/SHEET S0.0

3CORNER AND PARTITION POSTS DETAIL1 1 / 2" = 1' - 0"

4 TYPICAL TOP PLATE SPLICE DETAIL 1 " = 1 ' - 0 "

SPLICE OVER

2X DOUBLETOP PLATE

SPLICE LENGTH PER SCHEDULE

NAILS BETWEENSPLICE LOCATION

PER SCHEDULE -STAGGERED

LENGTH OF PLATE(BETWEEN PERP. WALL)

SPLICE LENGTHMINIMUM

OVER 30'-0" 4'-0'

NAIL ALONGSPLICE LENGTH

27-16d

BETWEEN 20'-0" & 30'-0" 2'-8' 18-16d

LESS THAN 20'-0" 1'-4' 10-16d

NOTE:1. DO NOT SPLICE TOP PLATES WITHIN 6'-0"

OF ENDS OF TIMBER SHEAR WALLS.2. THIS DETAIL APPLIES AT ALL WALLS.

WOOD HEADER ORBEAM - SEE PLAN

KING STUD -SEE SCHEDULE

BEARING STUD- SEE SCHEDULE

1

2

2

# KING STUDS

1

COLUMN

3-STUD

5-STUD

4-STUD

2-STUD

MULTI-STUD COLUMN SCHEDULE

2

3

2

# BEARING STUDS

1

NOTE: SEE STRUCTURAL NOTES SHEET 0.0 FOR NAILING.

5 TYPICAL MULTI-STUD COLUMN DETAIL1 1 / 2" = 1' - 0" 6 TYPICAL BUILT UP MEMBER NAILING 1 " = 1 ' - 0 "

(3) ADD'L 20d (EA. SIDE @6X FRAMING) TYP, EA. ENDOF BUILT-UP MEMBER

BEAM/HDR- SEE PLAN

STAGGER TOP &BOTTOM ROWS

OF NAILS

2'-8"

1'-4"

2" M

AX.

EQEQ

2" M

AX.

3"

SECTION

2-PLY 3-PLY

SCHEDULEDMEMBERS -

SEE PLAN

GANG NAIL EACH 2XW/ (1) 16d @ 24" O.C.MAX TOP & BOTTOM

MIN. - STAGGERNAILS, TYP.

12" PLYWOOD FILLER,

TYP. BETWEEN 2XMEMBERS, TYP.

5 1/2"3 1/2"

7TOP PLATE FRAMING TO ACCOMMODATE PIPING 1 1 / 2" = 1' - 0"

EXTERIOR ORBEARING WALL

NOTCH GREATER THAN

50% OF THE PLATE WIDTH

16 GAGE (0.054") AND 1.5"WIDE METAL TIE FASTENEDACROSS AND TO THE PLATE@ EA. SIDE OF THE NOTCHW/ (8) 16d NAILS EA. SIDE

TOP PLATES

PIPE BY OTHERSTYPICAL WOOD

FRAMING DETAILS

S4.0

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG


THIS DRAWING SHALL

INTERIM REVIEW ONLY


OR PERMIT PURPOSES.



5/8" MIN.TO EDGE

NOTCH MUST NOT

EXCEED 25% OF

STUD DEPTH

5/8" MIN.TO EDGE

2X BOTTOM PLATE

BORED HOLES SHALL NOTBE LOCATED IN THE SAME

CROSS SECTION OF CUTOR NOTCH IN STUD

2X STUDFRAMING

TOP PLATES

2NOTCHING & BORED HOLE LIMITATIONS FOR INTERIOR NON-BEARING WALLS 3 / 4 " = 1 ' - 0 "

5/8" MIN.TO EDGE

NOTCH MUST NOT

EXCEED 40% OF

STUD DEPTH

2X BOTTOM PLATE

BORED HOLES SHALL NOTBE LOCATED IN THE SAME

CROSS SECTION OF CUTOR NOTCH IN STUD

2X STUDFRAMING

TOP PLATES

1NOTCHING & BORED HOLE LIMITATIONS FOR EXTERIOR WALLS & BEARING WALLS 3 / 4 " = 1 ' - 0 "

BORED HOLE MAX.DIAMETER 40% OFSTUD DEPTH

BORED HOLE MAX.DIAMETER 60% OFSTUD DEPTH

IF HOLE IS BETWEEN 40%AND 60% OF STUD

DEPTH, THEN STUDMUST BE DOUBLE AND

NO MORE THAN TWOSUCCESSIVE STUDS ARE

DOUBLED AND SO BORED

5/8" MIN.TO EDGE

3 CUTTING, NOTCHING AND DRILLING DETAIL 1 " = 1 ' - 0 "

LL/3 L/3

D/3 MAX.

D/6

MAX

.

D/3 MAX.

D/6

MAX

.

NO NOTCHESPERMITTED

NO NOTCHESPERMITTED

LL/3 L/3 D/

4M

AX.

DD

FLOOR JOIST - CENTER CUTS

FLOOR JOIST - END CUTS

LL/3 L/3

MAX. D FROMSUPPORT

D/3

MAX

.

NO NOTCHESPERMITTED D

RAFTER/CEILING JOISTS

D/4

MAX

.

D (A

CTU

ALDE

PTH) PIPE OR

CONDUIT

D/3 MAX.

2" MIN. FROM

TOP & BOTTOM

OF JOIST

TYPICAL WOODFRAMING DETAILS

S4.1

NO

T FO

R CO

NST

RUCT

ION

/ N

OT

FOR

CON

STRU

CTIO

N /

NO

T FO

R CO

NST

RUCT

ION

C S

TRU

CTU

RES

PE, L

LPAl

l rig

hts r

eser

ved.

All

desig

ns, d

raw

ings

, pla

ns &

spec

ifica

tions

are

the

prop

erty

of S

truc

ture

s PE,

LLP

. Pur

chas

er's

right

s are

con

ditio

nal &

lim

ited

to a

one

-tim

e us

e to

con

stru

ctio

n to

a si

ngle

pro

ject

on

the

site

& u

se is

lim

ited

spec

ifica

lly to

such

pro

pert

y. T

he u

se o

r rep

rodu

ctio

n of

thes

e pl

ans c

once

rnin

g an

y ot

her c

onst

ruct

ion

is st

rictly

pro

hibi

ted

with

out t

he w

ritte

n pe

rmiss

ion

of S

truc

ture

s PE,

LLP

.


DRAWN BY: CONTACT:


NEW

RES

IDEN

CE11

11 M

AHAN

DRI

VEAU

STIN

, TEX

AS 7

8721

SKC

JOB #: R15.325

OF 15 SHEETS

CHECKED BY:



FIRM NO.: F-3323

LJG

JG

CONSTRUCTION,B

Documents

NEW RESIDENCE - LoopNet · 2020. 6. 2. · ACI 315 "Details and Detailing of Concrete Reinforcement" and ACI SP-66 "Detailing Manual". Placing of reinforcing bars shall conform to