bid set not forconstructionprinted 7-19-19 · 2019. 8. 2. · 9" minimum. smooth wire fabric...

SHEET NO. SHEET DESCRIPTION

SN1 STRUCTURAL GENERAL NOTES

51 E. TEXAS AVENUE

S1-1.0 FOUNDATION PLAN

S1-2.0 FLOOR FRAMING PLAN

S1-3.0 ROOF FRAMING PLAN

STRUCTURAL DETAILS

SD1.0 FOUNDATION DETAILS

SD1.1 FOUNDATION DETAILS

SD2.0 GENERAL FRAMING DETAILS

SD3.0 ROOF FRAMING DETAILS

SD3.1 ROOF FRAMING DETAILS

SD4.0 FLOOR FRAMING DETAILS

SD4.1 FLOOR FRAMING DETAILS

- - - - - - - - - - - - - - - - REV

PER

PLA

NSC

HEC

K1

1-2

9-2

01

8

ORIG

INAL

SUBM

ITTA

L1

0-2

2-2

01

8

TOTAL DRAWINGS IN SET: 11 SHEETS

L

L

REPORT PERFORMED BY: ORIGINAL REPORT REVISED BY:

NAME: ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ NOVA Geotechnical & Inspection Svc

NAME: ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ None Required

PROJECT NO. : G-18-101 PROJECT NO. :

DATE: ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ June 15, 2018DATE: ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙

ALLOWABLE SOIL BEARING ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ =

2000 psf

MINIMUM COMPRESSIVE

STRENGTH (AT 28 DAYS)

= 2500 PSI

PASSIVE EARTH PRESSURE ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ =

250 psf/ft

EXPANSION INDEX (EI) / CATEGORY

= Low

(Design based on 2500 psi compressive strength)

CORROSIVITY ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ =

HighCEMENT TYPE REQUIRED = TYPE V

SULFATE EXPOSURE ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ =

Negligible

LIQUEFACTION POTENTIAL ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ =

Negligible

MAXIMUM WATER/

CEMENTITIOUS

MATERIAL RATIO

= 0.55

TOTAL EXPECTED SOIL SETTLEMENT = 1" in 40' MAX

Motus LLC

51 E. Texas Avenue (APN #179-18-710-070

SEISMIC IMPORTANCE FACTOR (I) =

1.0 RISK CATEGORY = II

SITE CLASS: C SEISMIC DESIGN CATEGORY: C

SPECTRAL RESPONSE ACCELERATIONS: SPECTRAL RESPONSE COEFFICIENTS:

Ss = 0.498 S1 = 0.162 Sds = 0.399 Sd1 = 0.177

BASIC SEISMIC FORCE RESISTING SYSTEM:

LIGHT FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR

RESISTANCE OR STEEL SHEETS.

SEISMIC RESPONSE COEFFICIENT(S) Cs

= 0.06

RESPONSE MODIFICATION FACTOR(S) R= 6.5

DESIGN BASE SHEAR ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ = 2.85 PSF

ANALYSIS PROCEDURE USED ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ = EQUIV. LATERAL FORCE ANALYSIS

BASIC WIND SPEED (3 SEC. GUST)

= 115

MPH (Vasd = 89.1 MPH - IBC Equation 16-33)

WIND IMPORTANCE FACTOR (I) ∙∙∙∙∙∙∙∙∙= 1.0 RISK CATEGORY = II

WIND EXPOSURE = EXPOSURE ∙∙∙∙∙∙∙∙∙∙ = C

INTERNAL PRESSURE COEFFICIENT = ±1.3 PSF

COMPONENTS & CLADDING PRESSURE ∙∙∙ = 24.4 PSF

LIVE DEAD TOTAL LOAD

ROOF ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ = 20 PSF + 20 PSF = 40 PSF

FLOOR ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙ = 40 PSF + 20 PSF = 60 PSF

WALL (INTERIOR) ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙= - - + 10 PSF = 10 PSF

WALL (EXTERIOR) ∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙∙= - - + 14 PSF = 14 PSF

CANTILEVER EXTERIOR DECK ∙∙∙∙∙∙∙∙∙ = 60 PSF + 15 PSF = 75 PSF

1. LIST OF WORK REQUIRING SPECIAL INSPECTION:

ADDRESS OR LEGAL DESCRIPTION:

3. DUTIES OF THE SPECIAL INSPECTORS FOR THE WORK LISTED ABOVE:

A.

B.

C.

B.

A.

SIGNED:

SIGNED:

PLAN CHECK NUMBER: OWNER'S NAME:

.

SPECIAL INSPECTORS SHALL CHECK IN WITH THE CITY OR COUNTY AND PRESENT THEIR

CREDENTIALS FOR APPROVAL PRIOR TO BEGINNING WORK ON THE JOB.

C.

D.

PRESTRESSED/ POSTENSION CONCRETE

STRUCTURAL CONCRETE OVER 2500 PSI

SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION

STRUCTURAL MASONRY

DESIGNER SPECIFIED

SPRAYED-ON FIREPROOFING

OTHER

EXPANSION/EPOXY ANCHORS

HIGH STRENGTH BOLTING

FIELD WELDING

I, as the owner, or agent of the owner (contractors MAY NOT employ the special inspector), certify that I, will be responsible for

employing the special inspector(s) as required by International Building Code (IBC) SECTION 1701.1 for the construction project

located at the site listed above.

I, as the engineer of record, certify that i have prepared the following special inspection program as required by

IBC SECTION 1701.1 for the construction project located at the site listed above.

Special inpsection required for soils should not be less than 4A as specified in the Southern Nevada Amendments to the

2012 IBC, table 1705.6, per the latest soils update letter.

1. Reinforcing steel shall conform to ASTMA615, grade 40 for sizes #3 and #4 and grade 60 for sizes #5

and larger.

2. Welded wire fabric (mesh) shall conform to the latest revised ASTM A185, lap 1-1/2 spaces,

9" minimum. Smooth wire fabric shall conform to ASTM A85, yield strength 60 ksi.

3. Welding of reinforcing steel shall conform to AWS D12-1 using proper low hydrogen electrodes.

All bars to be welding shall conform to ASTM A706.

4. All bars in masonry shall be lapped a minimum of 40 bar diameters (2'-0" min.) at all splices unless

noted otherwise.

5. All bars in concrete shall be lapped per DETAIL 115.

6. Splices of horizontal rebar in walls and footings shall be staggered 4'-0" minimum.

7. Dowels for walls and columns shall be the same size and spacing as the wall/column reinforcing unless

note otherwise.

8. All bending of reinforcing steel shall conform to Section 1907 of the International Building Code.

9. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting

masonry.

10. Vertical lap splices in masonry rebar shall be staggered 24 bar diameters.

1. All fabrication and workmanship shall conform to the current edition of the standard specifications for structural

glued laminated Douglas fir (Coast region) lumber by the West Coast Lumbermen's Association and the current

edition of timber construction.

2. All simply supported glued-laminated members shall be Douglas fir, combination 24F-V4 with waterproof

Resorcinal or Phenol Resorcinal glue conforming to the federal specifications MIL-A-397-B. Use 24F-V8 for all

continuous and cantilevered beams.

3. Finish of the members shall be industrial appearance grade in conformance with the standard appearance

grades of the A.I.T.C., U.N.O.

4. A certificate of inspection for each GLU-LAM beam from an approved testing agency shall be submitted to and

approved by the local building department and by the engineer prior to erection. All GLU-LAM beams shall be

properly identified to the satisfaction of the building department per section 2303.1.3 of the IBC, as follows:

GLU-LAM beam shall be marked ANSI/AITC standard A1901.1:

4.1 provide field inspector with approved "Certification of Inspection"

4.2 specify stress, exterior grade if exposed.

4.3 provide camber.

5. All GLU-LAM beams shall have a standard camber based on a radius of 3500 ft., U.N.O.

1. Manufacturer shall supply to the engineer and the building department calculations and shop drawings for

approval prior to fabrication. All calculations and shop drawings shall be signed by a nevada registered

professional engineer. It shall be the responsibility of the manufacturer to obtain building department approval of

calculations and shop drawings.

2. Trusses shall be designed in accordance with the latest local adopted building code for all loads imposed,

including lateral loads and mechanical equipment loads.

3. All connectors shall be ICC approved and of adequate strength to resist stresses due to the loading involved.

4. Dead load deflections shall be limited to L/240.

5. Cross bridging and/or bracing shall be provided and detailed by the truss manufacturer as required to adequately

brace all trusses.

6. Contractor shall have building department approved truss plan on job site prior to foundation inspection and

throughout construction phase. These truss plans shall conform to the framing plans prepared by the engineer of

record. Truss plans shall bear wet signature of truss design engineer and shall have been reviewed by engineer

of record.

7. Approved final truss drawings shall become part of construction documents.

8. Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following

information located within 2 feet of the center of the span on the face of the bottom chord

per IBC 2303.4:

A. Identity of the company manufacturing the truss.

B. The design load.

C. The spacing of the trusses.

9. Truss manufacturer to design trusses per framing plans with the following requirements:

A. Align all tops of truss chords

B. At attic access provide 30" truss bay spacing with ladder blocking at 24"o.c. Refer to DETAIL 201 for span

rating.

C. Provide additional support at mechanical units, where occurs,

D. Provide conventional furring at interior coffered ceiling areas U.N.O.

E. Truss hangers to be designed by truss manufacturer.

F. Provide solid bearing at multiple girder truss(es)

10. Where Truss MFR requires a Hardware Connection at the Top Plate to resist uplift exceding 250#. The following

hardware connection shall be used:

REACTIONS TO THE BEARING WALL OR BEAM BELOW:

UPLIFT VALUE

X # (lbs.)

HARDWARE

REQUIRED

NAILING REQUIRED

X ≤ 250#

NONE REQUIRED

Uplift is resisted by existing nailed

connection of Truss to Plate

250# < x ≤ 400#

H1

(6) 8d x 1 1/2" into Truss

(4) 8d x 1 1/2" into Plate

400# < x ≤ 1015#

H10A



1015# < x ≤ 1265#

H16 or H16-2


(10) 10d x 1 1/2" into Plate

1265# < x ≤ 2490#

CS14 *

(15) 8d x 1 1/2" into Truss Top Chord

(15) 8d x 1 1/2" into Aligned Stud or Beam below

2490# < x ≤ 4980# (2) CS14 *

(15) 8d x 1 1/2" into Truss Top Chord (EA Strap)

(15) 8d x 1 1/2" into Aligned Stud or Beam below (EA Strap)

REACTIONS TO THE BEARING WALL OR BEAM BELOW:

UPLIFT VALUE

X # (lbs.)

HARDWARE

REQUIRED

NAILING REQUIRED

X ≤ 250#

NONE REQUIRED

Uplift is resisted by existing nailed

connection of Truss to Plate

250# < x ≤ 575#

LTP4



575# < x ≤ 2490#

CS14 *

(15) 8d x 1 1/2" into Truss, Wrap as required

(15) 8d x 1 1/2" into Aligned Stud or Beam below

2490# < x ≤ 4980# (2) CS14 *

(15) 8d x 1 1/2" into Truss, Wrap as required (EA Strap)

(15) 8d x 1 1/2" into Aligned Stud or Beam below (EA Strap)

X > 4980#

SPECIAL DESIGN

REQUIRED

Notify Engineer of specific location of Uplift on Truss

* CS14 Straps shall extend 16" onto truss and 16" onto aligned Stud or Beam below, and may be

Bent and Wrapped around Truss as needed to achieve required length.

1. All construction and workmanship shall conform to the 2012 INTERNATIONAL Building Code (IBC) and

Southern Nevada Amendments to the 2012 IBC. Note all references on plans to sections and tables refer to

the IBC and Southern Nevada Amendments.

2. These notes shall be used in conjunction with the plans and any discrepancies shall be brought to the attention

of the architect and the engineer.

3. Contractor must check dimensions, framing conditions, and site conditions before starting work. Architect and

the engineer shall be notified immediately of any discrepancies or possible deficiencies.

4. Conditions not specifically detailed shall be constructed as specified in typical details for the respective

materials.

5. These drawings and specifications represent the finished structure. All bracing, temporary supports, shoring,

etc. Is the sole responsibility of the contractor. The contractor is solely responsible for all construction

methods and for safety conditions at the worksite. Observation visits to the job site by the architect and the

engineer do not include inspection of construction procedures. These visits shall not be construed as

continuous and detailed inspections.

6. Design materials, equipment, and products other than those described in this drawing set may be considered

for use, provided prior approval is obtained from the owner, architect, the engineer, and the applicable

governing code authority.

1. All structural lumber shall be DOUGLAS FIR - LARCH with 19% maximum moisture content of the following

grades, conforming to standard grading rules for West Coast Lumber No. 17, unless noted otherwise.

The lumber grades as specified below meet minimum requirements:

2. Utility grade lumber is unacceptable for any purpose.

3. 2x4 flat headers are acceptable for use in interior non-bearing walls only. Refer to Non-Bearing header

schedule on DETAIL 203.

4. Where possible all lumber grade stamps shall remain on lumber after installation.

5. All wood bearing on concrete or masonry shall be Pressure Treated Fir. All nails to plates treated w/ borate

may be standard nails, for all other pressure treated plates, use hot dip galvanized nails.

6. Each wood-based structural-use panel used for horizontal diaphragm and/or shear wall construction shall be

indentified by a registered stamp or brand of an ICC -approved compliance assurance agency.

7. Wood-based structural-use panels shall meet the requirements of the latest edition of the voluntary product

standard PS-2 "Performance standard for wood-based structural-use panels". All panels shall be glued with

exterior type glue meeting APA specification AFG-01.

8. All metal connectors shall be those manufactured by U.S.P. Lumber connectors, "ACS" Advanced Connector

Systems or Simpson Strong-Tie. The nails for these connectors shall be as specified by the manufacturers for

capacity of the hardware. All callouts refer to Simpson product codes and names. Refer to cross reference

tables provided by ACS and U.S.P. in their product catalogs.

9. Provide fire stops at all intersections of stud walls at floor, ceiling and roof. Fire stops shall be 2x nominal

thickness of wood and shall be the full width of the enclosed space. Place fire stops at a maximum spacing of

10'-0" in the vertical direction. Provide 2x fire stops in all furred spaces, vertical and horizontal, and at a

maximum spacing of 10'-0" in each direction and at the same lines as fire stops in adjacent stud walls.

10. Top plates of all stud walls shall be 2 pieces the same width as studs. Splices to lap 4'-0" minimum and be

nailed/ strapped per DETAIL 204.

11. Bolt holes in wood shall be 1/32" to 1/16" larger than the nominal bolt diameter. All bolts shall have a standard

cut washer under head and nut unless noted otherwise.

12. All nuts and bolts shall be re-tightened prior to the application of sheathing, plaster, etc.

13. Structural members shall not be cut for pipes, etc. Unless specifically detailed. Notching of horizontal structural

members shall conform to the provisions of IBC section 2308.10.4.2 and DETAIL 212.

studs and top plates shall conform to the provisions of IBC section 2308.9.10 and 2308.9.11

14. Blocking

15. Cross bridging or solid blocking shall be provided at 8'-0"o.c. Maximum for all conventional joists more than

12" deep unless both edges are held in line for their entire length.

16. At Non-BRG walls, provide 1/4" to 3/4" gap between top plates and truss or joist bottom chord.

Use Simpson DTC at perpendicular walls.

17. No let-in bracing allowed.

18. A35, LTP4 or RBC's framing anchors may be substituted for each other for all connections as necessary.

19. All beams to be supported with full bearing unless noted otherwise.

20. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O.

21. Provide solid beam or floor girder truss per plans under parallel shearwalls on floor above.

22. All foundation hold downs to be fastened to 4x4 post, minimum, U.N.O..

23. All conventional framed portions of the structure are to be constructed per section 2308

24. If foundation sill plate splits, provide a "BP" bearing plate at all anchor bolts in split sill plate.

25. It is structurally acceptable to use structural glued (Finger-Jointed) lumber. All finger-jointed lumber must be

"CER EXT JNTS" and conform with the WWPA's glued products procedures and quality control. Finger-jointed

lumber is to be stamped with "CER EXT JNTS" and may be used interchangeable with any Solid-Sawn lumber

product of the same species and grades. Please refer to lumber specification in the structural general notes

and calculations.

FLOOR TYPE BLOCKING REQUIREMENTS

Provide 2x BLKG between conventional joists and rafters at all bearing supports and above

all shear walls.

Provide solid BLKG above all shearwalls and when I-joists are non-continuous over bearing

support. For I-Joist continuous over bearing support, provide (1) 16d sinker per joist to top

plate and omit BLKG at bearing support.

Provide BLKG panels above all shearwalls per DETAIL 201, match panel sheathing and

nailing requirements of shear wall below, U.N.O. Provide type BLKG panel at every

other bay when trusses are non-continuous over bearing support. For trusses continuous

over bearing support provide (2) 16d sinkers per truss to top plate and omit BLKG panel at

bearing support.

Conventional

2x system

I-Joist

system

MFR truss

system6

1. To assist in verification of proper nail usage for the project, our office HIGHLY RECOMMENDS the use of a nail

identification system. Please refer to DETAIL 215.

2. All Floor sheathing, Roof sheathing and Shear panels constructed using wood-based structural-use panels shall

be fastened with common nails. Hardware shall be nailed per manufacturer's requirements, otherwise short

nails may be used. Nailing shall be per Chapter 23 and table 2304.9.1 of the IBC and DETAIL 215 U.N.O. on

the plans or details.

3. Nail guns must be equipped with a flush nailer attachment for nailing of plywood shear walls, floor sheathing

and roof sheathing.

4. All nails into pressure treated lumber shall be hot dipped galvanized or other approved coating to resist

corrosion unless pressure treated plate is treated with Borate.

STEEL

W - SHAPES A992

M, S, HP-SHAPESA36 OR A572 GRADE 50

CHANNELSA36 OR A572 GRADE 50

ANGLES A36

STEEL PIPEA53 GRADE B

ROUND HSSA500 GRADE B OR C

SQUARE AND RECT. HSSA500 GRADE B OR C

MACHINE BOLTSA307 OR A490

PLATES & BARA36

ASTM#

1. All fabrication and erection shall conform to the latest edition of the AISC manual of steel construction.

2. Structural steel shall conform to the following ASTM specifications:

3. All steel exposed to weather shall be hot-dip galvanized after fabrication.

4. All field welding shall be continuously inspected by a deputy inspector. Qualified in welding.

5. All shop welding shall be done in a shop certified by building & safety.

6. All full penetration groove welds shall be Ultrasonically Tested (UT) for the extent required per the current

edition of the international building code and/or local amendments.

7. Anchor bolts and unfinished bolts shall conform to ASTM A307.

8. All welding electrodes shall conform to AWS E70XX.

1. Concrete masonry units shall conform to ASTM C-90, grade N. All C.M.U. Shall be medium-weight with

maximum linear shrinkage of 0.06%, with an allowable compressive strength of 2000 psi and F'm = 1500 psi.

2. All vertical reinforcing in masonry walls not retaining earth shall be l0cated in the center of the wall, U.N.O.

3. Aggregate shall conform to ASTM C-144 (mortar) and ASTM C-404 (grout).

4. Portland cement shall be as specified for concrete.

5. Mortar shall be type "S" with a MIN. Compressive strength of 1800 psi.

6. Grout shall attain a minimum compressive strength of 2000 psi.

7. Masonry veneer shall be as per chapter 14 of the applicable IBC.

8. Provide 2-1/2" minimum grout space and 1/2" minimum grout between reinforcing bars and masonry.

9. Set bolts, anchors, reglets, sleeves, inserts, or other items necessary for the attachment of subsequent work.

10. Refer to architectural drawings for type of units, laying pattern and joint details. Unless specifically noted

otherwise, all concrete block and brick shall be laid in running bond.

11. All cells with steel and/or cells below grade are to be solid grouted. Retaining walls are to be solid grouted.

12. It is structurally acceptable to cut CMU's when constructing intermediate height walls.

13. Vertical lap splices in masonry rebar shall be staggered 24 bar DIA..

14. Horizontal CMU wall reinforcing may be replaced w/ DUR-O-WALL truss and ladur systems of equal steel area.

FRAMING

TO GIRDER Per MFR Per MFR Per MFR

TO BEAM LUS26 JUS26 1115

TO 2x LEDGER LUS26 JUS26 1115

TO BEAM LUS* JUS* VARIES

TO 2x LEDGER LUS* JUS* VARIES

TO BEAM IUS* THF* VARIES

TO 2x LEDGER IUS* THF* VARIES

TO FLR GIRDER Per MFR Per MFR Per MFR

TO BEAM THA413 MSH418 1000

TO 2x LEDGER LUS46 JUS46 1000

MFR ROOF

TRUSSES

CONV. JOIST

I-JOIST

MFR FLOOR

TRUSSES

CONDITION SIMPSON USP ALLOWABLE LOAD

* HANGER DEPTH TO MATCH SUPPORTED MEMBER DEPTH

Notes:

1) At USP "THF" hanger: no nails required at bottom

TO EARTH (EXCEPT SLABS)

CONDITION

PERMANENTLY EXPOSED

CONCRETE AGAINST &

2"

3"

CONCRETE

COVER, (IN.)

MINIMUM

CONDITION

CONCRETE

COVER, (IN.)

MINIMUM

#3 - #5 BARS

EARTH & WEATHER

CONCRETE EXPOSED TO

#6 - 18 BARS

1-1/2"

1. All concrete shall attain a minimum compressive strength as noted in the project design criteria.

3. Cement shall be Portland cement conforming to ASTM C-150, as required to satisfy site soil conditions as

determined by the project soils engineer. See project design criteria for requirements.

4. Aggregates shall be natural sand and rock conforming to ASTM C33.

5. The following minimum clear distances between reinforcing steel and face of concrete shall be maintained

unless noted otherwise:

6. Pipes may pass through structural concrete in sleeves, but shall not be embedded therein. Pipes or ducts

exceeding one-third the slab or wall thickness shall not be placed in the structural concrete unless specifically

detailed.

7. Provide 3/4" chamfers at all exposed corners.

8. Refer to architectural drawings for reveals, areas of textured concrete or special finishes, items required to be

cast into the concrete, curbs and slab depressions.

9. Drypack shall be composed of one part Portland cement to not more than three parts sand.

10. All conventional foundations are designed for soils with "VERY LOW" to "LOW" expansive" potential (Ei < 50)

unless specifically noted otherwise on the foundation plans.

11. Refer to ACI 318 section 4.3 for requirements when concrete is exposed to sulfate containing solutions.

See table below for reference.

2"

Per IBC 1907.7 / ACI 318 section 7.7.1

NEGLIGIBLE

MODERATE

SEVERE

VERY SEVERE

0.00-0.10

0.10-0.20

0.20-2.00

OVER 2.00

0-150

150-1500

1500-10000

OVER 10000

-------

II, IP(MS), IS(MS)

V

V PLUS POZZOLAN

-------

0.50

0.45

0.45

-------

4000

4500

4500

3

2

4

SULFATE

EXPOSURE

CEMENT TYPE

NORMAL - WEIGHT

AGGREGATE

1. When both Table 4.2 and Table 4.3 are considered, the lowest applicable maximum water-cementitious

material ratio and highest applicable minimum F'c shall be used.

2. Seawater

3. Pozzolan has been determined by test or service record to improve sulfate resistance when used in concrete

containing Type V cement.

x0.00689 FOR MPa

1

4

S0

S1

S2

S3

CLASS

1

Rebar / Bolt / Threaded rod / Anchors in epoxy grout or expansion anchors shall be reviewed based on the requirements of the

products' ICC-ES ESR report and applicable manufacturer's specifications.

The following items list some of the "THINGS TO WATCH OUT FOR". The framing foreman should take note of

each item, as this list is comprised from field experience relating to building from our plans and typical detail sheets.

This list is provided to help ease the construction process and to help answer typical questions commonly asked

from the field personnel.

Review all lumber grades and note that the use of a nail identification system is HIGHLY RECOMMENDED.

See DETAIL 215 for all nailing requirements and acceptable nail identification systems. Also, note that both

Simpson and cusp hardware are listed as acceptable.

DETAIL'S 120 - 124 list all hold down and anchor bolt repair details.

Anchor bolts (except holddown SSTB bolts) may only be overdrilled 1/16" max.

All mudsills must have a minimum of (2) anchor bolts per piece, be spaced a min. 7" and max. 12" from each

end, and be spaced no more than 6'-0"o.c. At exterior non-shear walls.

DETAIL 206 - This detail shows typical shear wall and window framing. It also defines staggered nailing at top

plates and allowable holes and penetrations in shear walls. Please review this detail for general framing

information.

DETAIL 210 - Requires special attention! note that the full height shear panel must either be cut back or

furring added next to the window because the sections of shear above and below the opening "MUST" edge

nail to the king post or king stud that the full height shear panel edge nails to.

DETAIL'S 207 and 208 - Requires all straps be installed while beams are being set and not later.

DETAIL 213 - Note 2x end stud and 2 rows of edge nailing at end and edge nailing noted across bottom of

header to help reduce height to width ratio.

DETAIL 203 - Review to help reduce header stock.

DETAIL 204 - Note requirements for CS14. Also, determine whether the framer or plumber are installing the

straps at plumbing pipes.

DETAIL 215 - highly recommends "EZ CODE" or "TRUE SPEC" nails for all structural connections including

the following but not limited to: Floor and Roof sheathing and Shear Wall installations including hold downs

and Sole Plate Nailing and all Top Plate splices.

DETAIL 212 - must be adhered to. Earring over is only a plumb and line issue. Minimizing cuts will minimize

the amount of special strapping and nailing required. Note that it is only required at all exterior walls and

interior shear walls. Also note that all special nailing and strapping noted on the plans and detail must be done

just after "plumb and line" to ensure that they are properly installed.

DETAIL 301 - Note that RBC's nail w/ 10d x 1-1/2" nails. A35's are not acceptable for angled freeze blocking

due to gap between block and top plate. Use LTP4's or H1's if vertical blocking is used. Also, at high heel

condition, all truss bays must have full height truss panel blocks the entire length of the wall.

DETAIL 302 - Use LTP4's mostly except near the center of the truss where there may be a gap, then use the

RBC's or LTP5's, and make sure that all nails are into the upper top plate and not the framing plate.

DETAIL 303 - Note for offset condition w/ 2x flat member, 3"o.c. nailing may be used to nail both the offset

truss and to nail the member to the shear wall top plate in lieu of framing anchors for shear wall types 6 and 4

only, no exception.

DETAIL'S 304 and 305 - do not forget the 4" wide plywood strip between truss panel blocks.

DETAIL 306 - note that this detail is for an aligned drag truss condition all drag trusses should be aligned with

the wall that they are strapped to unless noted otherwise on plans.

DETAIL 308 - note that at a high heel girder truss connection, a taller 2x block must be used that will still nail

at 12"o.c. To the girder truss bottom chord. Use MFR truss block or blocking panel per DTL 201 if height is

greater than 12".

DETAIL 309 - not used very often and is often missed.

DETAIL 313 - note popout wall on top of low roof sheathing to transfer the shear force. Also, H2.5A must nail to

the top of the low roof ledger and not the bottom of the ledger. Also, the "Back Edge Nailing" of the shear panel

into the low roof ledger is commonly missed. Also, note that 2x blocking is not required unless for fire stopping.

1. At HARDY panels, it is not structurally required to fill the holes at the side of the panels.

2. At HTT22 hold downs, it is structurally acceptable to scab at 2x stud to the hold down post to facilitate flush

and correct installation of the hold down. The HTT22 shall be mounted flush to the sill plate.

3. Where sill plates are broken for plumbing penetrations, no strapping is required to tie the sill plates together.

1. The shop drawing submittals from the various trades will be reviewed by the engineer of record and/or

architect only after such drawings have been:

A. Initially reviewed and accepted as conforming with the structural construction drawings by the

responsible supervisor and drawings checker with their signatures.

B. Approved and accepted with a stamp from the general contractor as conforming to the construction

documents.

The following items are deferred until the various sub-contractors/vendors have been selected. Shop drawings

with calculations are to be signed by a licensed Nevada Engineer (where applicable). Architect and/or Engineer

of Record shall review and approve of the deferred item drawing/calculation package prior to submittal to the City

of Henderson Building Department for review and approval prior to installation.

A. Steel Stair Shop Drawings, including exterior spiral stair (to be reviewed by the Engineer of Record)

B. Guardrails as specified on the Architectural Plans

C. Manufactured Wood Trusses (to be reviewed by the Engineer of Record)

There maybe other deferred items specified by the Architect of Record. Refer to Architectural plans for list of

deferred architectural items.

ALL STRUCTURAL STEEL FABRICATION AND INSTALLATION SHALL BE PERFORMED BY AN APPROVED

CLARK COUNTY STEEL FABRICATOR. SPECIAL INSPECTION IS NOT REQUIRED UNLESS FIELD

WELDING IS PERFORMED.

1

BEAMS AND STRINGERS (6x AND LARGER)

POSTS AND TIMBERS (6x AND LARGER)

4x6 THROUGH 4x12 BEAMS, HEADERS AND POSTS

STUDS OVER 10'-0" IN HEIGHT

STUDS TO 10'-0" IN HEIGHT

4x4 POSTS, HEADERS

2x RAFTER, JOISTS

PLATES, BLOCKING STD OR BTR

STUD GRADE

4x14 BEAMS, HEADERS AND POSTS

No. 2

No. 1

No. 1

No. 2

No. 2

STD OR BTR

No. 1

1

1

Job No:

SHEET NUMBER

Consulting Engineers, LLC

Drawn By: DS

File Name:

No: Revision: Date:

SUBMITTAL OCTOBER 22, 2018

Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©

9680 W. Tropicana Ave. - Suite 132

Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

STRUCTURALGENERAL NOTES

1SN

SN1

1

REV per Planscheck 11-29-2018

BED 19'-0" CLG

BED 19'-0" CLG

BED 29'-0" CLG

BED 29'-0" CLG

BED RM9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

KITCHEN9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

LIVING RM9'-0" CLG

22

12'-0"

6

2'-8"

6

2'-0"

6

2'-3"

8

9'-0"

22

4'-0"

22

4'-0"

34

2'-3"

34

3'-9"

6

4'-0"

6

3'-0"

34

4'-3"

34

4'-0"

22

11'-3"

34

20'-0"

22

6'-6"

22

11'-6"

6

2'-0"

6

2'-0"

6

2'-0"

6

2'-6"

8

2'-7"

8

4'-6"

H

D

U

5

H

D

U

5

H

D

U

5

H

D

U

5

34

10'-0"

6

2'-0"

H

D

U

5

H

D

U

5H

D

U

5

H

D

U

5

H

D

U

5

H

D

U

5

H

D

U

5

H

D

U

5

1'-6"

18" SQ. x 12" (THK)

Pad FTG w/ (3) #4

Bars at Bottom EW

A

B

U

4

4

Z

P

o

s

t

B

a

s

e

125 125

102

102

102

102

110

Refer to DTL 108

for Tie Beam

specifications

17'Δ=1 3/8"

28'-6"Δ=2 1/4"

29'Δ=2 1/4"

24'-6"Δ=1 7/8"

3 SPACES AT 3'-5 3/4"±

24'-6"Δ=1 7/8"

24'-6"Δ=1 7/8"

29'Δ=2 1/4"

29'Δ=2 1/4"

29'Δ=2 1/4"

29'Δ=2 1/4"

5 SPACES AT 3'-6 1/2"±

24'-6"Δ=1 7/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

3 SPACES AT 3'-7 1/4"±

24'-6"Δ=1 7/8"

24'-6"Δ=1 7/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

5 SPACES AT 4'-0 3/4"±

25'Δ=2"

4 SPACES AT 3'-2 1/4"±

25'Δ=2"

25'Δ=2"

27'-6"Δ=2 1/8"

27'-6"Δ=2 1/8"

3 SPACES AT 3'-6 1/4"±

4 SPACES AT 3'-8 3/4"±2 SPACES AT 3'-1 3/4"±2 SPACES

AT 2'-1 1/4"±

6 SPACES AT 3'-8 1/4"±

6'-7" 3'-0" 13'-9"

10'-10

1 4

"

C

L

C

L

13'-6

3

4

" 9'-7

1

4

"

C

L

10'-5

3

4

"13'-3

3

4

"

C

L

1

1

1

1

1

1

18" SQ. x 12" (THK)

Pad FTG w/ (3) #4

Bars at Bottom EW

A

B

U

4

4

Z

P

o

s

t

B

a

s

e110

24" SQ. x 12" (THK)

Pad FTG w/ (3) #4

Bars at Bottom EW

A

B

U

4

4

Z

P

o

s

t

B

a

s

e110

1

FOUNDATIONPLAN

S1-1-FD

S1-1.0

1


Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EENI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

1. Do not erect inside form or doubled-up forms until strands are in place.

2. Mark locations of individual stressing anchorages and drill 1" dia. hole in bulkhead per strand layout on

plan.

3. Place anchor, pocket former into bulkhead and nail anchors tight to bulkhead.

4. Lay all the strands in one direction, begining at the dead end, if there is one. Then in the other

direction.

5. Where dead-ends occur, nail or tie approximately 3/4" from the bulkhead. Centerline of the

anchorages are minimum 3 1/2" below top of slab.

6. Spacing of strands may deviate as necessary to avoid plumbing, hardware, etc. Strand locations and

dimensions shown on plans are for placing convenience and may vary ± 12". 3" min. CLR. Req'd. from

plumbing, holdowns, pipes, and inserts.

7. At stressing ends, remove sheath approximately 6" inside the bulkhead. Slide end of strand through

the hole in the anchor and through the bulkhead.

8. Straighten strands, curving them smoothly around holes or obstructions. place supports at cable

intersections and tie strands together.

9. Dead end and stressing end may be reversed end to end. For anchorage of dead ends and general

strand layout, see DETAIL 118.

10. Check strands for tears in plastic sheath and rewrap if tear is larger than 12" in length.

(Refer to Concrete Specifications w/ Soil Sulfate Condition-ACI 318 tables 4.2 & 4.3

shown on SN1 for sulfate exposure requirements)

1. Minimum concrete strength shall be per sheet SN1. See final soils report and I.B.C.. for type, psi, water

cement ratio, etc., if more restrictive. 5" maximum slump. Design based on psi and consist of portland

cement ASTM C-150. Water to be clean and potable. Corrosive additives (i.e. calcium chloride) are not to

be used.

2. Deputy inspection is required at pouring of concrete.

3. Placement shall be in one continuous operation unless otherwise specified. Slab surface shall be cured

with Hunts Compound or equal approved ASTM 309 specifications product.

4. Concrete shall be uniformly placed and consolidated around anchorages. NO rock pockets.

5. A minimum of three (3) cylinders per slab shall be taken to determine concrete strength.

1. Check inside each pocket hole, making sure that the exposed portion of the anchorage is clear. If a film

of cement paste has intruded, remove it completely.

2. Mark on the strand at a constant dimension from the edge of slab.

1. The stressing operation shall not commence until concrete test cylinders, cured under jobsite conditions,

have been tested and indicate that the concrete has attained 2000 psi minimum.

2. The stressing operation shall be conducted by an installer experienced in this type of work. he/she must

exercise close checking and rigid control of all working operations.

3. All prestressing shall be by means of hydraulic jacks or equal, equipped with accurate reading and

calibrated hydraulic pressure gauges.

4. The deputy inspector shall record all jacking forces and elongations and submit reports to the engineer for

the structural engineers approval.

5. Strands that are stressed from both ends need not be stressed simultaneously. Elongation from both ends

must total the elongation shown on plans.

6. Take safety precautions necessary. Do not permit workmen to stand behind over, or in line with ram and

strands during stressing of strands.

1. After stressing and approval, sawcut or burn excess strand.

2. When excess is burned coat or paint exposed anchorage, grippers and stub of strand with rust-o-leum' primer

or equal. If sawcut place plastic cap at end of strand-no painting required.

3. After anchors have been coated or capped, the concrete contractor shall dry pack pocket holes within

ten (10) days. A non-metallic, non-shrink grout mix shall be used for this purpose.

Deformed mill reinforcing . . . . . . . . . . . . . . . . . . . . . . . Grade 40 (#3 and #4)

Steel shall conform to ASTM A-615 . . . . . .

Grade 60 (#5 and up)

Strands shall conform to ASTM A-416

Properties of 7-wire strand . . . . . . . . . . . . . . . 1/2"Ø (dia)

P (Ultimate) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

270 ksi

Area (sq in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

0.153

F (Ultimate in pounds) . . . . . . . . . . . . . . . . . . . . . . . . 41,300 lbs

E (psi) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29,000,000 ±

Max force (0.8 fsu) to overcome friction . . . . 33,000 lbs

Max anchor force (0.7 fsu) . . . . . . . . . . . . . . . . . . 28,400 lbs

Unit elongation per foot . . . . . . . . . . . . . . . . .. . . .

0.079"

(P A lbs) (12")

AREA E

Sheathing shall be no less than 40 mil thickness and extruded in a Post-Tension PTI certified plant.

1. Standard sill anchorage per DETAIL 107 and DETAIL 102 at shearwall locations. Thicken slab as required

for proper concrete coverage at anchor bolts as required per I.B.C., where they occur.

2. All interior bearing and shear walls are to be secured with anchor bolts (or alternate as above) spaced per

foundation plan and structural engineers calculations.

3. All interior non-shear/ and non-bearing walls are to be secured with shot pins installed per manufacturers

recommendations, per DETAIL 113. Structural engineers calculations govern in all cases.

4. Install holdown anchor bolts per DETAIL 111. Provide and install all U.S.P. lumber connectors (or equal)

foundation hardware per manufacturers recommendations. Deepen footing where necessary to provide

anchor embedment at holdown locations.

5. Holdown hardware must be in place prior to foundation inspection. For holdowns and embedded straps to

foundation see DETAIL 111.

6. Verify dimensions and location of holdowns with the Architectural drawings. A ll interior shear walls are to be

secured with anchor bolts (or alternate as above) spaced per foundation plan and structural engineers

calculations.

7. Use 3"x3"x0.229" slotted plate washers at shear wall and bearing wall anchor bolts only.

8. Refer to detail package for typical conditions not specifically noted on plans.

9. Unless noted otherwise, stoops, porches, or other attachments shall be cast independent of the

post tensioning slab.

10. Drainage: All surface water must drain away from slab and no ponding shall be allowed next to foundation.

11. The soil under perimeter beams and slab shall be near optimum moisture content or presaturated per the

soils report recommendations, which ever is more restrictive, prior to concrete placement.

12. The contractor shall dampen the sand over the membrane just prior to the concrete placement to ensure

uniform concrete curing.

13. Foundation dimensions are extracted from architectural drawings. Montgomery Consulting Enginneers, LLC

has not assumed any liability with respect to these dimensions. Contractor shall verify all foundation

dimensions with the architectural drawings and with field conditions. Contractor shall verify the location and

sizes of all anchor bolts, holdowns, embedded straps and framing materials. contractor shall verify

configuration and location of all architectural features, such as but not limited to depressions, slopes,

shelves, patios, porches, and stoops.

14. Obtain approval of minimum foundation dimensions from soils engineer prior to construction.

15. An underlayment or slip surface shall be applied on the post-tensioned slab on areas where hard surface

flooring materials are to be used.

16. Zip strip or hand tool joint per contractor.

17. For conventional reinforcing bar bends, stirrup and tie bends, see DETAIL 115.

18. Strands and conventional reinforcement shalled be chaired and tied in place prior to placement of concrete.

19. Hardy Panels to be installed directly on concrete.

1. Soils report per sheet SN1

2. Owner/developer and subcontractors are to review the soils report prior to commencing

construction. It is the responsibility of the owner, developer and subcontractor to verify that the

report date noted on sheet SN1 is current and plan requirements are consistant with any

updated soil reports.

Indicates tendon elongation

Indicates tendon spacing

Indicates tendon length

SPACING AT X'-X";

XX'Δ=XX"

#

DTL No.

series:

100's =

Change in drawing

since last submittal.

Sheet # - Description:

SD1's - Foundation DTLS

Indicates Anchor bolt spacing

in "Inches on center" at mudsill

Indicates Length of anchor

bolts spacing at mudsill.

x'-x"

H

O

L

D

O

W

N

Indicates Bolted type

holdown connectors

H

O

L

D

O

W

N

Indicates Strap type

holdown connectors

Post Tension Slab/

Exterior FTG

Exterior FTG

w/ Stem

Step in

Slab FTG

Interior BRG

or Shear Wall

Slab FTG at

Garage Door

Box Column FTG

w/ Tie Beams

Box Column FTG at

Isolated Pad FTG

Post Pedestal

Connection

Holdown Anchor

Bolts & Straps

Post Tension

Pad FTG

Interior Non-BRG/

Non-Shear Wall Anchorage

Stemwall Blockout

(Plan View)

Indicates Post Tension

tendon identification number

Post Tension Foundation FTG and Slab Information

Anchor bolt

specifications

Reinforcing Bar

detail

FTG intersection

Trench detail

Dead end &

stressing end

Typical corners

1

FOUNDATION PLAN SCALE : 1/4" = 1'-0"

BED 19'-0" CLG

BED 19'-0" CLG

BED 29'-0" CLG

BED 29'-0" CLG

BED RM9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

KITCHEN9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

LIVING RM9'-0" CLG

1

3

2

5

#

U

P

/

D

N

1

4

0

8

#

U

P

/

D

N

1

4

0

8

#

U

P

/

D

N

2

1

4

2

#

U

P

/

D

N

2

1

4

2

#

U

P

/

D

N

2

1

4

2

#

U

P

/

D

N

2

1

4

2

#

U

P

/

D

N

1

9

7

7

#

U

P

/

D

N

4x6 FLAT

4x6 FLAT

4x6 FLAT

5

6x6

6x6 6x6

5

5

5

6x6

4

6x6

4

4

4 4

66

8

4x6 FLAT

A

4x6 FLAT 4x6 FLAT

4x6 FLAT

A

611

99

9

402

410

401

401

401

4

12'-0"

2

210

2

2'-8"

2

2'-0"

2

2'-3"

3

9'-0"

403

408

4

4'-0"

4

4'-0"

4

210

6

2'-3"

6

3'-9"

6

210

2

4'-0"

2

3'-0"

402

2

210

6

4'-3"

6

4'-0"

4

11'-3"

Align Drag Truss o/ Wall

and E.N. DRAG=5110#

420

6

20'-0"

401

401

401

4

6'-6"

4

210

4

11'-6"

2

2'-0"

2

2'-0"

2

2'-0"

2

2'-6"

2

210

2

210

401

4x6 FLAT

A

4x6 FLAT

A

402

20" Deep MFR 3-Point Bearing Floor

Trusses with Cantilever at 24"o.c. (MAX)





20" Deep MFR 3-Point Bearing

Floor Trusses with Cantilever

each side at 24"o.c. (MAX)

FLO

OR

G

.T

.

FLO

OR

G

.T

.

3

2'-7"

3

4'-6"

4

x

6

(

K

)

H

D

U

5

4

x

6

(

P

)

H

D

U

5

4

x

6

(

P

)

H

D

U

5

4

x

6

(

K

)

H

D

U

5

Align Floor Drag

Truss o/ Wall and

E.N. DRAG=3300#

Align Floor Drag

Truss o/ Wall AND

E.N. DRAG=2500#

Align Floor Drag Truss w/

adjacent drag truss AND

E.N. DRAG=2500#

6

10'-0"

2

2'-0"

Align Floor Drag Truss

o/ Wall above and

E.N. DRAG=3300#

Align Floor Drag

Truss o/ Wall AND

E.N. DRAG=3650#

Align Floor Drag

Truss o/ Wall AND

E.N. DRAG=3650#

4

x

6

(

K

)

H

D

U

5

4

x

6

(

K

)

H

D

U

5

4

x

6

(

P

)

H

D

U

5

4

x

6

(

K

)

H

D

U

5

H

D

U

5

4

x

6

(

P

)

S

O

L

I

D

B

L

K

'

G

Continuous 4x10

7

S

O

L

I

D

B

L

K

'

G

12

H

U

C

4

8

H

G

R

Cant'l 6x12 Flush

Bottom w/ FLR TR

L=3'-8" (6" Cant'l)

E1

Provide beam

pocket

in F

loor T

russ

Cant'l 6x8 Flush

Bottom w/ FLR TR

L=7'-0" (36" Cant'l)

E2

Cant'l 6x6 Flush

Bottom w/ FLR TR

L=3'-6" (6" Cant'l)

E3

Cant'l 6x6 Flush

Bottom w/ FLR TR

L=3'-6" (6" Cant'l)

E3

LO

W

402

1

MFR Deck Trusses

at 24"o.c. (MAX)

1

1

1

1

407

1

CS14 x 32" side of beam

to side of FLR Truss

1

CS14 x 32" side of FLR

Truss to side of FLR Truss

1

CS14 x 32" side of FLR

Truss to side of FLR Truss

1

Full height blocking with


to side of blk'g as shown

1

Full height blocking with


to side of blk'g as shown

407

1

H

D

U

5

4

x

6

(

P

)

4

x

6

(

K

)

H

D

U

5

4

x

6

(

K

)

H

D

U

5

1

4

x

4

(

P

)

P

C

4

Z

P

o

s

t

C

a

p

4

x

4

(

P

)

E

P

C

4

Z

P

o

s

t

C

a

p

MFR Deck

Trusses at

24"o.c. (MAX)

Provide beam

pocket

4

x

4

(

P

)

E

P

C

4

Z

P

o

s

t

C

a

p

1

REVISE WALKWAY PER

ARCH'L REVISIONS

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

"EWB" - ENGINEERED WOOD BEAM - WIDTH LESS THAN OR EQUAL TO 3.5" *

"EWB" DESIGN VALUES

Fb (psi) Fv (psi) E (x10 psi)

Beam width up to 3.5"

2325 285 1.55

BCI Versa-Lam 2800 - LVL 2800 285 2.0

BCI Versa-Lam 3100 - LVL 3100 285 2.0

BCI Versa-Lam 2650 - LVL 2650 285 1.7

BCI Versa-Lam 2600 - LVL 2600 285 1.9

1.9E LP Gang-Lam - LVL

2650 285 1.9


2950 290 2.0

TJI Parallam - PSL 2900 290 2.0

TJI Timberstrand - LSL 2325 310 1.55

1.8E Roseburg Rigidlam - LVL

2600 285 1.8


2900 285 2.0

Anthony Power Beam - LSL

3000 290 2.1

2.0E Weldwood - LVL 3100 285 2.0

1.8E Weldwood - LVL 2850 285 1.8

Calvert GL 3000 IJC GLU-LAM 3000 300 2.1

GP LAM - LVL 2900 285 2.0

*

All beams shall be actual width noted on plans.

multi-ply beams are not aceptable.

1. Refer to structural general note sheet SN1 and Structural Detail package for typical conditions not

specifically called out or noted on the plans.

2. Provide top plate splice at exterior walls and interior shear walls per Detail 204. Provide rim splice at

exterior walls per Detail 204. Refer to Detail 204 for requirements at top plate and rim breaks.

3. Nails for S.P.N. to be 16d short nails, 3 1/4" x 0.131" dia. (BLACK) or larger. Refer to shear wall

schedule for S.P.N. at interior shear walls. All exterior 2nd floor shear walls should have shear

nailed to rim in lieu of S.P.N. Refer to Detail 401 if shear is not run to rim.

4. Refer to Detail 201 for shear wall, floor, and roof sheathing specifications.

5. Refer to Detail 203 for non-bearing header schedule.

6. See Detail 406 for support of non-bearing, non-shear walls from floor above.

7. Provide single joist below wall greater than 10'-0" in length at parallel, 2nd floor, non-bearing walls.

8. Refer to Detail 212 for requirements at top plate and stud notching

and drilling.

9. Refer to Detail 409 for typical stair framing.

10. At completely notched 2x top plates for AC condensor lines, provide HARDY HS24 saddle at single

line set, and HARDY HS36 saddle at dual line set.

11. Refer to Detail 206 for "SOLID STUD" specifications.

12. Align SOLID BLKG in floor space and solid studs and/or posts in wall below w/ all trimm and/or

posts on floor(s) above. Match number of studs or size of posts. Not applicable where studs/post

from above are supported by Beam or Header.

13. Provide a minimum of (1) 2x trimmer at ea end of all headers, UNO.

(Match wall thickness) see table for King Stud requirements.

14. At locations where multiple 2x4 posts are shown as an acceptable alternate to 4x or 6x posts at

ends of shear walls, one row of edge nailing is required at each stud. (I.e. 2 rows at (2) 2x post,

3 rows at (3) 2x post, etc.) (4x Post may be replace with multiple 2x posts with 16d Sinkers at 6"

o.c. along length of post at HDU5 Holdowns without review.)

15. All exterior walls less than or equal to 9'-0" in height shall be framed with 2x DFL #2 studs at

16"o.c.,unless noted otherwise. All full height studs (less than or equal to 20'-0" in height shall be

(2) 2x6 DFL-#2 at 16" o.c. All interior bearing walls less than or equal to 9'-0" in height shall be

framed with 2x DFL #2 studs at 12"o.c. UNO. All interior non-bearing, non-shear stud walls may be

framed with 2x studs at 24"o.c. See below for wall type indicators.

Indicates INT. BRG wall w/ 2x studs at 12" o.c. UNO on plan

6

"EWB" - Engineered wood beam - WIDTH Greater than 3.5" *

"EWB" Design Values

Beam Width > 3.5"


BCI Versa-Lam 3100 - LVL 3100 285 2.0



2900 290 2.0


3000 285 2.0


3100 290 2.0

2.0E Weldwood - LVL 3000 285 2.0


GP LAM - LVL 2900 285 2.0

6

ALTERNATE HEADER TABLE (TIMBERSTRAND LSL/GLULAM)

HDR PER PLAN ALT. LSL HDR ALT. GLB HDR

4x63 1/2x4 3/8, UNO

3 1/8x6

4x8 3 1/2x5 1/2 3 1/8x7 1/2

4x10 3 1/2x8 5/8 3 1/8x9

4x12 3 1/2x11 1/4 3 1/8x10 1/2

6x6 3 1/2x7 1/4 5 1/8x6

6x8 3 1/2x9 1/4 5 1/8x7 1/2

6x10 3 1/2x11 1/4 5 1/8x9

6x12 3 1/2x11 7/8" EWB 5 1/8x10 1/2

KING STUD TABLE

Studs/ Post

MAX. Allowable Opening

Studs/ Post


9'-1" Plate 10'-1" Plate 9'-1" Plate 10'-1" Plate 12'-1"

(1) 2x4

n/a n/a

(1) 2x6

8'-0" 6'-0" 3'-0"

(2) 2x4/4x4

5'-0" 3'-0"

(2) 2x6/4x6

17'-0" 14'-0" 9'-0"

(3) 2x4/6x4

8'-0" 6'-0"

(3) 2x6/6x6

19'-0" 19'-0" 18'-0"

(4) 2x4/6x4

12'-0" 8'-0"

(4) 2x6/6x6

25'-0" 25'-0" 19'-0"

(5) 2x4/8x4

15'-0" 10'-0"

(5) 2x6

n/a n/a 25'-0"

Indicates span and direction of

Roof Joists and Rafters


Roof Trusses at 24"o.c. max spacing


Floor Trusses and/or Joists


Deck Trusses and/or Joists


Ceiling Joists

Header and/or Beam size.

Shear Wall type.

refer to Detail 201

Indicates over framing

per Detail 314

Shear Wall length (MINIMUM)

Indicates wall above

(#)

Calculation reference number.

Typical Trimmer (TR) and

King Stud (KS) per NOTE 13.

UNO on plans.

DTL No.

series:

100's =

200's =

300's =

400's =

500's =

Girder Truss or

double joist, UNO

Joist, rafter or truss, UNO

Blocking Strap

Change in drawing


Indicates post to align with

Post and/ or Strap(s) above

Indicates Strap connection

Indicates hanger per Truss

Manufacturer, UNO

Pre-fabricated Shear Wall

Ledger


SD1's - Foundation Details

SD2's - General Framing Details

SD3's - Roof Framing Details

SD4's - Floor Framing Details

SD5's - Miscellaneous Details

#

L=

#

FLOORFRAMING

PLAN

S1-2-FL

S1-2.0

1


FLOOR FRAMING PLAN SCALE : 1/4" = 1'-0"

BED 19'-0" CLG

BED 19'-0" CLG

BED 29'-0" CLG

BED 29'-0" CLG

BED RM9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

BATH9'-0" CLG

LIVING RM9'-0" CLG

KITCHEN9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

KITCHEN9'-0" CLG

LIVING RM9'-0" CLG

4x6 FLAT

4x6 FLAT

4x6 FLAT

AA

A

A

6x6

6x6 6x6

3

3

3

6x6

2

6x6

2

2

2 2

AA

A

4x6 FLAT4x6 FLAT4x6 FLAT

A A A

4x6 FLAT 4x6 FLAT

4x6 FLAT

A

22

22

2

6

2'-6"

6

7'-0"

6

210

Gable E

nd D

rag

Truss w

/ E

.N

.

DR

AG

=2300#

302

302

301

301

301

6

12'-0"

2

x

6

(

K

)

C

S

1

4

2

x

6

(

P

)

C

S

1

4

4

210

4

2'-6"

4

2'-0"

4

2'-0"

6

9'-0"

304

305

(4) Bays

6

4'-0"

6

4'-0"

6

210

Gable E

nd D

rag

Truss w

/ E

.N

.

DR

AG

=2

300#

6

5'-3"

6

3'-9"

6

210

4

8'-0"

4

2'-9"

301

4

210

6

6'-6"

6

3'-0"

Gable End Drag

Truss w/ E.N.

DRAG=2700#

6

11'-3"


and E.N. DRAG=1800#

320

302

6

16'-0"


and E.N. DRAG=1900#

302

301

301

6

6'-6"

6

210

Gable End Drag

Truss w/ E.N.

DRAG=1900#

6

11'-6"

301

4

2'-0"

4

2'-0"

4

2'-0"

4

2'-6"

2

x

6

(

K

)

C

S

1

4

2

x

6

(

P

)

C

S

1

4

2

x

6

(

P

)

C

S

1

4

2

x

6

(

K

)

C

S

1

4

4

210

4

210

301

311

1

305

(2) Bays

1

305

(3) Bays

1

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

ROOFFRAMING

PLAN

S1-3-RF

S1-3.0

1


ROOF FRAMING PLAN SCALE : 1/4" = 1'-0"

"EWB" - ENGINEERED WOOD BEAM - WIDTH LESS THAN OR EQUAL TO 3.5" *

"EWB" DESIGN VALUES


Beam width up to 3.5"

2325 285 1.55

BCI Versa-Lam 2800 - LVL 2800 285 2.0

BCI Versa-Lam 3100 - LVL 3100 285 2.0

BCI Versa-Lam 2650 - LVL 2650 285 1.7

BCI Versa-Lam 2600 - LVL 2600 285 1.9


2650 285 1.9


2950 290 2.0


TJI Timberstrand - LSL 2325 310 1.55


2600 285 1.8


2900 285 2.0


3000 290 2.1

2.0E Weldwood - LVL 3100 285 2.0

1.8E Weldwood - LVL 2850 285 1.8


GP LAM - LVL 2900 285 2.0

*

All beams shall be actual width noted on plans.

multi-ply beams are not aceptable.

1. Refer to structural general note sheet SN1 and Structural Detail package for typical conditions not

specifically called out or noted on the plans.

2. Provide top plate splice at exterior walls and interior shear walls per Detail 204. Provide rim splice at

exterior walls per Detail 204. Refer to Detail 204 for requirements at top plate and rim breaks.

3. Nails for S.P.N. to be 16d short nails, 3 1/4" x 0.131" dia. (BLACK) or larger. Refer to shear wall

schedule for S.P.N. at interior shear walls. All exterior 2nd floor shear walls should have shear

nailed to rim in lieu of S.P.N. Refer to Detail 401 if shear is not run to rim.

4. Refer to Detail 201 for shear wall, floor, and roof sheathing specifications.

5. Refer to Detail 203 for non-bearing header schedule.

6. See Detail 406 for support of non-bearing, non-shear walls from floor above.

7. Provide single joist below wall greater than 10'-0" in length at parallel, 2nd floor, non-bearing walls.

8. Refer to Detail 212 for requirements at top plate and stud notching

and drilling.

9. Refer to Detail 409 for typical stair framing.

10. At completely notched 2x top plates for AC condensor lines, provide HARDY HS24 saddle at single

line set, and HARDY HS36 saddle at dual line set.

11. Refer to Detail 206 for "SOLID STUD" specifications.

12. Align SOLID BLKG in floor space and solid studs and/or posts in wall below w/ all trimm and/or

posts on floor(s) above. Match number of studs or size of posts. Not applicable where studs/post

from above are supported by Beam or Header.

13. Provide a minimum of (1) 2x trimmer at ea end of all headers, UNO.

(Match wall thickness) see table for King Stud requirements.

14. At locations where multiple 2x4 posts are shown as an acceptable alternate to 4x or 6x posts at

ends of shear walls, one row of edge nailing is required at each stud. (I.e. 2 rows at (2) 2x post,

3 rows at (3) 2x post, etc.) (4x Post may be replace with multiple 2x posts with 16d Sinkers at 6"

o.c. along length of post at HDU5 Holdowns without review.)

15. All exterior walls less than or equal to 9'-0" in height shall be framed with 2x DFL #2 studs at

16"o.c.,unless noted otherwise. All full height studs (less than or equal to 20'-0" in height shall be

(2) 2x6 DFL-#2 at 16" o.c. All interior bearing walls less than or equal to 9'-0" in height shall be

framed with 2x DFL #2 studs at 12"o.c. UNO. All interior non-bearing, non-shear stud walls may be

framed with 2x studs at 24"o.c. See below for wall type indicators.

Indicates INT. BRG wall w/ 2x studs at 12" o.c. UNO on plan

6

"EWB" - Engineered wood beam - WIDTH Greater than 3.5" *

"EWB" Design Values

Beam Width > 3.5"


BCI Versa-Lam 3100 - LVL 3100 285 2.0



2900 290 2.0


3000 285 2.0


3100 290 2.0

2.0E Weldwood - LVL 3000 285 2.0


GP LAM - LVL 2900 285 2.0

6

ALTERNATE HEADER TABLE (TIMBERSTRAND LSL/GLULAM)

HDR PER PLAN ALT. LSL HDR ALT. GLB HDR

4x63 1/2x4 3/8, UNO

3 1/8x6

4x8 3 1/2x5 1/2 3 1/8x7 1/2

4x10 3 1/2x8 5/8 3 1/8x9

4x12 3 1/2x11 1/4 3 1/8x10 1/2

6x6 3 1/2x7 1/4 5 1/8x6

6x8 3 1/2x9 1/4 5 1/8x7 1/2

6x10 3 1/2x11 1/4 5 1/8x9

6x12 3 1/2x11 7/8" EWB 5 1/8x10 1/2

KING STUD TABLE

Studs/ Post


Studs/ Post


9'-1" Plate 10'-1" Plate 9'-1" Plate 10'-1" Plate 12'-1"

(1) 2x4

n/a n/a

(1) 2x6

8'-0" 6'-0" 3'-0"

(2) 2x4/4x4

5'-0" 3'-0"

(2) 2x6/4x6

17'-0" 14'-0" 9'-0"

(3) 2x4/6x4

8'-0" 6'-0"

(3) 2x6/6x6

19'-0" 19'-0" 18'-0"

(4) 2x4/6x4

12'-0" 8'-0"

(4) 2x6/6x6

25'-0" 25'-0" 19'-0"

(5) 2x4/8x4

15'-0" 10'-0"

(5) 2x6

n/a n/a 25'-0"


Roof Joists and Rafters


Roof Trusses at 24"o.c. max spacing


Floor Trusses and/or Joists


Deck Trusses and/or Joists


Ceiling Joists

Header and/or Beam size.

Shear Wall type.

refer to Detail 201

Indicates over framing

per Detail 314

Shear Wall length (MINIMUM)

Indicates wall above

(#)

Calculation reference number.

Typical Trimmer (TR) and

King Stud (KS) per NOTE 13.

UNO on plans.

DTL No.

series:

100's =

200's =

300's =

400's =

500's =

Girder Truss or

double joist, UNO

Joist, rafter or truss, UNO

Blocking Strap

Change in drawing


Indicates post to align with

Post and/ or Strap(s) above

Indicates Strap connection

Indicates hanger per Truss

Manufacturer, UNO

Pre-fabricated Shear Wall

Ledger


SD1's - Foundation Details

SD2's - General Framing Details

SD3's - Roof Framing Details

SD4's - Floor Framing Details

SD5's - Miscellaneous Details

#

L=

#

SCALE: NTS

8"

MIN

Anchor bolts per DTL

See DTL 101

FTG width

(U.N.O. on plans)

Increase FTG

width at "Pop-outs"

per plans

102

REFER TO DETAIL

FOR FOUNDATION, SLAB

SIZE AND SPECIFICATIONS

Base w/

moisture barrier

per DTL

See

DT

L 101

Tendon at

Mid HT of slab

A

T

Non-compacted fill,

landscape

See D

TL 101

FT

G depth at low

est

com

pacted subgrade

B

Natural or

compacted

finish grade

2x pressure treated

plate or 3x per DTL

3"

CLR

3" C

LR

to

Bott bar

2" C

LR

to

Top bar

Top bar ,

per detail

Bott bar ,

per detail

Tie tendons at intersection

support on dobie block

or plastic chair

6"

MIN

2x stud wall

101

201

101

107

101

TYPICAL POST TENSION SLAB/EXTERIOR FOOTING

MCE NO: GPT102-CY DATE: 07-11-08

Compacted

Finish Grade

101

3"

MAX

REFER TO DETAIL

FOR REINFORCING

AT OPTIONAL COLD JOINT

126

REFER TO DETAIL AND

FOR FOUNDATION


"H

"

8" M

IN

36" M

AX

RAISED CURB REINF "X" BAR

"H" Horiz. bar Vert. bar

8"-12"

(1) - #4

#4 at 24"oc

12"-24"

(2) - #4

#4 at 18"oc

24"-36" #4 at 12"oc #4 at 12"oc

Extend rebar 12" into FTG

"H

"

36"

MA

X

See DTL 101

FTG width

(U.N.O. on plans)

See

DT

L 101

A

T

See D

TL 101

FT

G. depth at low

est

com

pacted subgrade

B

Note:

Sand shall also be provided in

garage slab area for concrete curing.

101 102

SCALE: NTS103

Compacted

Finish Grade

TYPICAL EXTERIOR FOOTING WITH STEMMCE NO: GPT103-CY DATE: 10-28-09

Raised curb reinf "X" bar

PER TABLE.

Non-compacted fill,

landscape

REFER TO DETAIL

FOR REINFORCING


127

12" M

IN

REFER TO DETAIL AND

FOR FOUNDATION


Step height

See A

RC

H

See DTL 101

FTG width

(U.N.O. on plans), (12" min)

See

DT

L 101

A

T

See D

TL 101

FT

G depth

B

3" CLR

3" C

LR

to

BO

TT

bar

2" C

LR

to

Top bar

1

6

"L"

Transition slot length

18" 12"

24" 12"

30" 12"

36" 12"

42" 15"

Top bar, ,See detail

Bott bar, ,

see detail

Deepened FTG

when noted

(Per plan)

101 102

101

101

SCALE: NTS104TYPICAL STEP IN

POST TENSION SLAB/ FOOTINGMCE NO: GPT104-CY DATE: 07-11-08

Tendon

Base and edge of slab

beyond transition slot

width "W" (Where occurs)

24" M

AX

S

TE

P

SE

E A

RC

H.

8" M

IN

3 1/2"

VERT Bars at

℄ of Stem

1'-4"

MIN

4" CLR

to Anchor

12" M

IN

#4 Bar x 18" long

backer bars. (1) ABV

and (1) BLW Anchor

8"

#4 VERT bars

at 18"o.c.

24"

24"

As

RE

QD

#4 Bar x 18" long

backer bars (1) ABV

and (1)BLW Anchor

REFER TO DETAIL

FOR REINFORCING


126

Anchorage

per DETAIL

See DTL 101

FTG width

(U.N.O. on plans)

See D

TL 101 F

TG

D

epth

REFER TO DETAIL AND

FOR FOUNDATION


A

B

2"

CLR

Top bar, , per DETAIL

BOTT bar, , per detail

3"

CLR

3"

CLR

See

DT

L 101

T

101 102

101

101

107

SCALE: NTS105INTERIOR BEARING OR SHEAR WALL

AT POST TENSION SLAB/ FOOTINGMCE NO: GPT105 DATE: 04-22-08

18" M

AX

CU

RB

CURB AT GARAGE

Curb width per ARCH.

No less than 8"

(2) Cont. #4 bar, , at Top of curb

#4 VERT. bar at 16"o.c. when

curb is greater than 12"

REFER TO DETAIL

FOR REINFORCING


126

REFER TO DETAIL AND FOR FOUNDATION SIZE AND SPECIFICATIONS

SEE DTL 101

FTG width

(U.N.O. on plans)

See

DT

L 101

3"

CLR

3" C

LR

to

Bott bar

2"

CLR

1

6

Top bar, , see detail

S

EE

D

TL 101

FT

G depth

at low

est

com

pacted

subgrade

Note:

Sand shall also be provided

in garage slab area for

concrete curing.

Bott bar, ,

see detail

Sand

Finish Grade

101 102

101

101

SCALE: NTS106SLAB FOOTING

AT GARAGE DOORMCE NO: GPT106 DATE: 03-04-08

A

T

B

Per

ARCH

Stem wall beyond

Expansion material by others

Driveway/ EXT. flatwork

by others

REFER TO DETAIL

FOR REINFORCING


127

2x pressure treated plate w/

HILTI-DS72 shot pins w/ 14-gauge

washers at 32"o.c., place first (2)pins

6" and 10" from EA. end of plate.

(ICC-ES ESR-1663)

2x studs

ALT: PHNW-72 Simpson shot pins

(ICC-ES ESR-2138)

This detail may be used at interior

Non-shear and Non-bearing walls.

SCALE: NTS113INTERIOR NON-BEARING /

NON-SHEAR WALL ANCHORAGEMCE NO: GFD113 DATE: 03-03-08

Footing beyond as occurs

per plans, Non-Typical

Cold joint as occurs

Center pad below post

shown on plans

#4 at 12"o.c.

each way

U.N.O. per plans

Width per plans

24" MIN.

Width per plan

24" MIN

3" C

LR

TY

P

Center pad below post

shown on plans, bottom of

pad to be at least as deep

as footing beyond.

Footing beyond as

occurs per plans

INTERIOR PAD FOOTING

EXTERIOR PAD FOOTING

3" CLR

TYP

3" CLR

TYP

Tendon

Thickness (T

HK

)

Per plan

12" M

IN

Thickness (T

HK

)

Per plan

18" M

IN

#4 at 12"o.c. each way

U.N.O. per plans

REFER TO DETAIL AND

FOR FOUNDATION


See

DT

L 101

T

See

DT

L 101

T

112SCALE: NTS

101 102

POST TENSION PADFOOTING DETAIL

MCE NO: GPT112 DATE: 02-25-08

EQ EQ

EQ EQ

REFER TO DETAIL

FOR REINFORCING


126

Omit sill plate at post

base, where occurs

3"

CLR

No trenches below

these lines

Pipe sleeve: 2" larger than pipe

passing thru footing stem

Trench excavation

back fill per soils report

or to 90% density

6"

6"

No pipe to pass thru

this portion of footing

Compacted fill

1'-6"

MIN

10'-0"

PERPENDICULAR TO FOOTINGS

PARALLEL TO FOOTINGS

117TRENCH DETAILSCALE: NTS MCE NO: GFD117 DATE: 02-02-08

D

D

D

4db

(2 1/2" MIN.)

90° Hook 180° Hook

Lap splices in

masonry shall be

staggered 24 Bar

Diameters

4

d

b

6

d

b

1.5 d or 1" MIN.

"L"

12db

4"

MIN

*fy=40 ksi #3 and 4

*fy=60 ksi #5 and Larger

TENSION LAP SPLICE

REBAR or

ANCHOR BOLT

CONC.

"L"

MASRY.

"L"

#3 (3/8")

22" 21"

#4 (1/2")

30" 33"

#5 (5/8")

36" 45"

#6 (3/4")

44" 54"

#7 (7/8")

64" 63"

#8 (1")

73" 72"

D = 6db for #3 - #8

D = 8db for #9 - #11

D = 10db for #12 - #18

Per table 7.2, ACI 318-05

db = Bar Diameter

STIRRUPS AND TIES

HOOKS AND BENDS

SPLICES AND SPACING

db

115SCALE: NTS

REINFORCING BAR DETAILMCE NO: GFD115 DATE: 03-04-08

Extend Reinf. per

detail

Cont. Footing Reinf.

per DTL

Construction joint not

allowed without engineer

approval

Footing w

idth

Per D

ET

AIL 101

3" C

LR

TY

P

FOOTING REINFORCEMENT - DOUBLE BARS

FOOTING REINFORCEMENT - SINGLE BAR

Extend Reinf.

per detail

Cont. Footing Reinf.

per DTL

Construction joint not allowed

without engineer approval

Footing w

idth

Per D

ET

AIL 101

116SCALE: NTS

FOOTING INTERSECTIONMCE NO: GFD116 DATE: 03-05-08

115

101

Extend Reinf.

per detail

115

Extend Reinf.

per detail

115

115

101

2x4 studwall and plate, (SIM) at 2x6 studwall

6" stemwall at exterior of garage.

(8" stemwall at 2x6 studs)

2x6 pressure treated block w/ 2 rows of

3/16" Titen Hex Head concrete screws

at 6"o.c. (vertical) set within stem wall

for garage door rail attachment

Footing per plan

114SCALE: NTS MCE NO: GFD114 DATE: 02-25-08

Hardy Panel (If occurs)

118SCALE: NTS

TYP #4 HAIRPIN:

18"

18"

*

*

10"-12";

Exposed

Strand

1 1/2";

CLR

1"

MIN

1";

1. Continuous special inspection according to Section 1704.4 of the code is required. The special inspectors'

duties include concrete mix verification, post-tensioning steel and anchorage grade and condition verification,

post-tensioning steel placement, support and clearance observation, anchorage location, size and placement

observation, preparation of test samples, concrete strength before post-tensioning verification, calibration of

stressing ram verification, post-tensioning steel tensioning observation, and post-tensioning techniques

verification.

2. Due to fuel mod. requirements there shall be minimum 1" concrete cover over all dead-end and stressing-end

anchors.

3. A Min. of two (2) #4 bars, ASTM A615, grade 40 or better, are placed horizontally in the concrete at a maximum

distance of 1" on the cable side of the bearing plate. One bar must be placed above and one below the cable.

(or hairpin in lieu of bar)

DEAD-END

ANCHOR

(2)#4 CONT. ABV AND

BLW P.T. TENDON or

HAIRPIN as shown

below (SEE NOTE 3)

PLASTIC

SHEATHING

EXPOSED

STEEL

STRAND

Sure-lock anchors shall be as manufactured by Precision Post Tension, LP approved by ICC-ES ESR-2381 or equal,

and L.A. Research report RR-24938.

DEAD END STRESSING END

DEAD-END

ANCHOR

WOOD FORM

EXPOSED STEEL

STRAND

REUSABLE POCKET

FORMER INSERTED IN HOLE IN BULKHEAD

STRESSING

DIRECTION

WOOD

FORM

WEDGES

AFTER STRESSING AND

APPROVAL, CUT OR BURN

EXCESS STRAND.


6'-0" MIN transition

curve at all corners

(TYP U.N.O.)

SEE PLAN FOR LAYOUT

AND SPACING OF CABLES

119TYPICAL CORNERSSCALE: NTS MCE NO: GPT119 DATE: 02-25-08

Dobie Block or

Plastic Chair

A.B.'s or per DTL

(2) MIN. per piece of plate.

Exterior flatwork by

others or 3" MIN

soil cover

8" M

IN

.

18" M

AX

6" to

CO

NC

.

Footing D

epth per D

etail 101

3" C

LR

TY

P

12" W

ide T

ie beam

12" M

IN

2"

CLR

2" C

LR

107

SCALE: NTS108BOX COLUMN FOOTING

W/ TIE BEAMSMCE NO: GFD108-CY DATE: 10-06-08

See ARCH.

for Ext. Finish

2x framing or

box column

12" MIN square

pedestal

Compacted

Finish Grade

#4 "U" bar at

12"o.c. w/ #3 ties

at 8"o.c.

Tie beam

Tie Beam Reinforcing:

(2) #4 bars at Top and Bott (Total of 4)

U.N.O. on plans. Embedment bars to

extend 3'-0" MIN into adjacent FTG.

At corners hook bars per DETAIL 116

Non-compacted fill,

landscape

8" M

IN

18"

MA

X

6" to

CO

NC

.

Depth (D

P)

Per plans, 18" M

IN

3" C

LR

Per plans

24" MIN

Thickness (T

HK

)

Per plan

A.B.'s per DETAIL

(2) MIN. per piece

of plate.

Exterior flatwork

by others or

3" MIN soil cover

Isolated

pad footing

2"

CLR

3" CLR

TYP

#4 at 12"o.c.

ea. way U.N.O.

SCALE: NTS109BOX COLUMN FOOTING

AT ISOLATED PAD FOOTINGMCE NO: GFD109-CY DATE: 10-02-08

Compacted

Finish Grade

See ARCH.

for Ext. Finish

2x framing or

box column

12" MIN square

pedestal

Compacted

Finish Grade

Non-compacted fill,

landscape

#4 "U" bar at

12"o.c. w/ #3 ties

at 8"o.c.

3" M

IN

cover

107

3"

CLR

TYP

REFER TO DETAIL

FOR FOOTING

EMBEDMENT DEPTH

101

Post per plans

CB or CBQ post

base to fit post,

TYP U.N.O.

8" M

IN

18" M

AX

Footing and reinforcement per

DETAIL 108 at tie beam condition or

per DETAIL 109 at isolated footing.

1" G

rout

RE

Q'D

Flush w

/ T

op

of pedastal

or 18" M

AX

Depth (D

P)

Per plans, 18" M

IN

Thickness (T

HK

)

Per plan

110POST PEDESTAL CONNECTIONSCALE: NTS MCE NO: GFD110 DATE: 10-02-08

Non-compacted fill,

landscape


others or

3" MIN soil cover

Compacted

Finish Grade

3" M

IN

C

over

#4 "U" bar at EA side of post base

w/ #3 ties at 8"o.c.

12" SQ. pedestal

minimum

2" C

LR

3"

CLR

TYP

REFER TO DETAIL

FOR FOOTING

EMBEDMENT DEPTH

101

ANCHOR BOLT SPECIFICATIONS

1. All anchor bolts shall achieve 7" embedment into concrete. Embedment shall be from top of slab at monopour

condition or below cold joint at 2-pour condition. At curb/wall condition, embedment shall be from top of

curb/wall.

2. The anchor bolts shall secure the sill plate in place with a properly sized nut and washer at non-shear walls. At

shear wall anchor bolts, 3" square x 0.229" slotted plate washers with properly sized nuts are required. For

Shear Wall Types , , and , plate washer must be placed within 1/2" from sheathed side of shear

wall.

3. Minimum (2) anchor bolts per piece of sill plate. The anchor bolts shall be located within

7" MIN or 12" MAX from the end of any sill plate break.

4. Bolt shall maintain 1-3/4" minimum edge of concrete distance and 1" edge of sill plate distance.

5. The hole in the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch larger than the

bolt diameter and a slot length not to exceed 1 3/4 inches, provided a standard cut washer is placed between

the plate washer and the nut.

6. Simpson MAS / USP FA3 mud sill anchors may be used in lieu of anchor bolts at non-shear wall locations.

Typical exterior walls

and

interior bearing walls

Interior

shear walls

Non-Bearing/

Non-Shear walls

Anchor bolt diameter: 1/2" Dia. 1/2" Dia.

Shot pins per DTL 113

Bolt length

at Monopour:

w/ 2x Sill 10" 10" --

w/ 3x Sill 12" 12" --

Bolt length

at 2-pour:

w/ 2x Sill 14" 14" --

w/ 3x Sill 16" 16" --

Anchor bolt spacing:

6'-0"o.c. or

per DTL 201

Per DTL 201

and plans

Shot pins

per DTL 113

SCALE: NTS107

MCE NO: GFD107-CY DATE: 10-06-081

4 3

1

2

" MAX

2 1

Refer to Note 5 for

slotted plate washer

STHD14 strap should NOT BE USED

within 14" of the corner of the slab.

Deepen footing as needed,

3" MIN clear cover

A.B. HD: INTERIOR CONDITION

A.B. HD: EXTERIOR CONDITION

MINIMUM HOLDOWN REQUIREMENTS, ANCHOR BOLT AND REINFORCEMENT SCHEDULE

HD

MIN post size

Nails/ SDS

to post

REINF, ,and length

A.B.

DIA.

de F BOLT

OPT. Allthread DIA

L-Bolt (NOTE 2)

STHD14

4x4 (Note 1) (38) 16d Sink (1)#4 Bott x 6'-0"

- - - - -

HTT54x4 (Note 1) (26) 10d (1)#4 Bott x 6'-0"

5/8" 8" 9"SSTB20

5/8"

HDU54x4 (Note 1) (14) SDS1/4x2 1/2 (1)#4 Bott x 6'-0"

5/8" 8" 9"SSTB24

5/8"

HDQ8 4x6 or 6x6

(20) SDS1/4x3 (1)#5 Bott x 8'-0"

7/8" 9" 12"SSTB28

7/8"

HDU11 4x8 or 6x8

(30) SDS1/4x2 1/2 (2)#5 Bott x 8'-0"

1" 10" 15" SB 1 1"

HDU14 4x8 or 6x8

(36) SDS1/4x2 1/2 (2)#5 Bott x 8'-0"

1" 10" 15" SB 1 1"

PER ACI 318-11 APPENDIX D

Reinforcement , ,per schedule

Sill plate

Sill plate

REFER TO DETAIL AND FOR

FOUNDATION SIZE AND SPECIFICATIONS

101

111SCALE: NTS

102

HOLDOWN ANCHOR BOLTS & STRAPSFOR FOUNDATION

MCE NO: GFD111 DATE: 03-05-08

Locate (1) #4x40" MIN

above strap and minimum

3" below cold joint or

top of slab

STHD14 strap. Installation and

embedment per manufacturer catalog.

4" maximum depth spall allowed per

manufacturer. Holdown value has been

reduced in our design to allow for this spall.

OPT cold joint

STRAP HD: STHD14

Note:

1. (2) 2x4 post is acceptable provided (2) rows of edge nailing is installed at shearwall panels

and studs are stitch nailed together w/ 16d sinkers at 6"o.c.

2. Provide hook at optional All Thread L-BOLT per DETAIL 115 and alternate direction.

Top of slab

Post per schedule below

See

DT

L 101

T

Holdown per plan (HTT22 shown)

(May be raised off plate as per

manufacturers recomendations)

Anchor bolt per schedule w/

(2)Hex Head nuts and a 2 1/4" SQ.x3/8"

plate or ALT. BP per schedule.

F F

C

L

2F (MIN)

de

F F

C

L

2F (MIN)

12" M

IN

de

See

DT

L 101

6

1

NO COLD JOINT ALLOWED HERE

101TYPICAL POST TENSION FOUNDATIONFOOTING AND SLAB INFORMATION


Note: The soils engineer shall verify these design parameters and footing depths

prior to construction.

Expansion category classification is per Table 1808.6.1.1 of the Southern Nevada Amendments to the 2012 IBC.

Percent swell is based on a 60psf surcharge

Refer to SN1 sheet for Project Criteria Data, Geotechnical Report w/ Update Letter (if applicable),

or soils engineer information

FLOOR SLABS

SOIL EXPANSION

CATEGORY DESCRIPTION

SLAB

THICKNESS

BASE

UPPER BASE LAYER MOISTURE BARRIER

LOWER BASE

LAYER

LOW EXPANSIVE 5"

2" Select Sand or Type II

10 mil

4" Type II

CONCRETE STRENGTH AND

SPECIFICATIONS:

SEE SHEET SN1

NON-ENCAPSULATED POST-TENSION

SYSTEM

FOOTINGS

SOIL EXPANSION

CATEGORY DESCRIPTION

EXTERIOR FOOTINGS INTERIOR FOOTINGS

Width

MIN embed

per soils

TYPICAL, REINFORCEMENT

Width

MIN embed

per soils

TYPICAL, REINFORCEMENT

LOW EXPANSIVE 12" 12"

(2)#4 Top and Bott

12" 12"

(2)#4 Top and Bott

SCALE: NTS

1

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

POST-TENSIONFOUNDATION

DETAILS

100 SERIESSD1-0 PT

SD1.0

1


MCE NO: GFDRPR121121

SCALE: NTS DATE: 10-29-08

ANCHOR BOLT REPAIR

INTERIOR REPAIR/REPLACE (Edge Distance > 6")

EXTERIOR REPAIR/REPLACE (Edge Distance = 1 3/4" MIN)

Existing slab and

footing per DTL

1/2"x6" Titen HD

Screw anchor in 1/2" Dia. x 4 1/2"

deep hole. (Model#THD50600H)

Alt: 1/2" Dia. All-Thread Rod in 5/8" Dia.

hole. Use Simpson Set XP Epoxy and

embed 10" minimum

Alt: 1/2"x5 1/2" Simpson Strong Bolt

wedge anchor in 1/2" Dia.x4" deep hole

(Model #STB50512)

OPT cold joint

2x or 3x sill plate

105

Existing slab and

footing per DTL

102

OPT cold joint

1/2"x6" Titen HD

Screw anchor in 1/2" Dia. x 4 1/2"

deep hole. (Model#THD50600H)

Alt: 1/2" Dia. All-Thread Rod

in 5/8" Dia. hole.

Use Simpson Set XP Epoxy and

embed 10" minimum

2x or 3x sill plate

Detail shall not be used closer

than 5" to end of foundation

1 3/4" MIN

EDGE

DISTANCE

ICC-ES REPORTS

SPECIAL INSPECTION

TITEN HD ESR-2713 REQUIRED

SET-XP EPOXY ESR-2508 REQUIRED

STRONG BOLT ESR-1771 REQUIRED

Threaded coupler shall be of

sufficient length to develop

full capacity of holdown

Do not bend exposed end

of misplaced anchor

At exterior conditions, min.

Edge distance = 1 3/4"

shall be maintained

MCE NO: GFDRPR120-CY120


MISPLACED HOLDOWN REPAIR

6 MIN

1

Post beyond

Threaded rod, match diameter of

misplaced anchor

Threaded coupler 'CNW'

Misplaced anchor bolt

per detail

Pressure treated plate

Provide bend at top

and bottom with out

damage to threads

111

MAX offset 1

1

2

"

'HDQ', or 'HDU', holdown per

STRUCT'L plans. Raise on post to

allow 6:1 slope in threaded rod.

('HDQ8' shown)

SCALE: NTS123

REFER TO DETAIL



102

TYPICAL POST TENSION SLAB/EXTERIOR FOOTING AT POP-OUT

MCE NO: 019-003-123 DATE: 12-1-14

Non-Structural

ponywall per Arch

6"

1'-0" M

IN

Adjacent Edge

PT Cable

#4 with 6" Hook

into primary footing

(2) #4 Continuous(2) #4 Continuous

3"

CLR

122SCALE: NTS DATE: 07-28-12

NOT USEDMCE NO: 023-204-122

Use of this anchorage method

requires special inspection


INTERIOR HOLDOWN RETROFIT

ALL THREAD ROD

EMBEDMENT SCHEDULE

Holdown Rod DIA. Hole DIA EMBED.

PHD5A 5/8" 3/4" 10"

UPHD8 7/8" 1" 12"

Holdown post per plans

Holdown per plan

All thread holdown rod w/ Simpson

Set-XP Epoxy. See table below for hole

diameter & embedment requirements.

(ICC-ES Report ESR-2508)

Alt: Hilti HIT-HY200 (ESR-3187) or Hilti

HIT-HY150 MAX-SD (ESR-3013)

MCE NO: 019-001-124

EM

BE

D

Retrofit must be installed at

least 8" from intersecting edge

of concrete

MCE NO: 023-106-005 DATE: 11-05-09

See ARCH.

for Ext. Finish

2x framing or

box column

MIN. Stemwall

width = 6"

Compacted

Finish Grade

#4 VERT. bar

x12" long at

24"o.c.

MIN. (2) each

Stem Wall

Footing or

Tie beam

Footing Reinforcing:

(2) #4 bar Bott Continuous

U.N.O. on plans.

Non-compacted fill,

landscape

EXTERIOR STEM WALL FOOTING

A.B.'s or per DTL

(2) MIN. per piece of plate.


others or 3" MIN

soil cover

6" M

IN

.

12" M

AX

SE

E D

ET

AL 101

3" C

LR

TY

P

2"

CLR

107

SCALE: NTS

1'-0" MIN

Width to Match

Framed Wall (6" MIN)

125

SCALE: NTS126

Opt cold joint

at 2-pour

STD HOOK

STD HOOK

9" M

IN

at

First pour at

Opt 2-pour

Vert. "Z" bar at 24"o.c.

at OPT cold joint

VE

RIF

Y

REINFORCING AT OPTIONAL COLD JOINTMCE NO: 019-006-126 DATE: 01-21-2016

12"

LENGTH =

At OPT cold joint #3 dowels

at 18"o.c. alternate bends

OPT cold joint

B

MINUS 5"

EDGE CONDITION

INTERIOR FOOTING

PER DTL 118

24"

ST

D

HO

OK

AT 24"OC AT

OPT COLD

JOINT

#4 "L" Dowels x

SCALE: NTS127

MCE NO: 019-006-127 DATE: 01-21-2016

REINFORCING AT OPTIONAL COLD JOINT AT CURB

Refer to DTL 126 for

reinforcing at cold joint

Vertical reinforcing

only where required

per DTL 103

Optional cold joint

SCALE: NTS128

MCE NO: 019-006-128 DATE: 08-16-2016

FOUNDATION EDGE AT PARTYWALL

REFER TO DETAIL AND



101

REFER TO DETAIL

FOR REINFORCING


126 102

Refer to DTL

for Curb

Condition

103

Building may include a

step in the foundation

at the partywall. Refer

to architectural plan

for step in foundation


TUBE STEEL COLUMN FOUNDATION

Column per Plan

A A

Provide 1" min High Strength,

Non-shrink Grout (f'c = 7000 psi)

Under Base Plate

(4) 5/8" dia Anchor Bolts. Embed 7"

1'-7"

Per Plan

Top and Bottom

Reinforcing per Plan

1'-2"

MCE NO: 023-305-122

3/16

1

1

2

"

7"

1

1

2

"

5"

Plate

3

8

x 10" x 10"

SECTION A-A

3"

CLR

Slab Where Occurs


12" tie beam where

occurs per plan

2"

CLR

1'-0"


12" Tie Beam where

occurs per plan

1'-0"

129

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

FOUNDATIONREPAIR DETAILS

100's SERIESSD1-1 PT

SD1.1

BN:

Boundary Nailing

FN:

Field Nailing

EN:

Edge Nailing

Rafters or joists, TYP.

2'-0" MIN WIDTH

E.N. TYP

BLKG

Rafter or joist

E.N. TYP

2x4 BLK. w/ 16d

at 12"o.c. to Joist

Use 2x4 flat blk'g. At edge joints

where blk'd. Diaphragm is called out.

See detail

At any location where piece of

plywood diaphragm is less than

2'-0", use detail for BLKG and

E.N. at seam.

1. Run long dimension of plywood across (perpendicular to) joist and rafters.

2. Stagger end joints 2'-0" minimum.

3. Boundary nailing applies to perimeter plate lines, chords, ties, and as called for

on drawings.

4. See DETAIL 201 for typical nailing.

5. Nails shall have min. 3/8" edge distance.

6. All joists and rafters shall be layed out in a 4'-0" module to coincide with PLYWD.

7. Use tongue-and-groove plywood at floors U.N.O.

8. See detail for framing where plywood joints are offset due to rafter or joist

lap splices.

MCE NO: GF202202PLYWOOD DIAPHRAGM DETAIL


ALLOWABLE SHEAR WALL PENETRATIONS:

New 2x stud

LS50's nailed to new

studs vertically per table

1. Holes up to 5" sq. do not require BLKG and E.N.

2. Holes up to 16" sq. require BLKG and E.N.

3. Holes larger than 16" SQ. are not allowed.

4. MAX. accumulated length of openings shall not exceed

20 percent of the wall length.

5. Holes size includes the length of the overcut.

6. Opening must be a MIN. 6" above sole plate or below

lower framing plate.

7. Recommend circular bored holes or radius corner cuts.

All shear wall edge nails to be installed

a MIN of 3/8" from edge of plywood

and edge of framing member.

Plate splices

per detail

2x4 studs at 16"o.c.

TYP, U.N.O.

5" SQ. To 16" SQ.

BLKG and E.N.

required

5" SQ., no blocking

or E.N. required

Shear panel

per plan

1, 2 or 3-ply Girder Truss

per truss MFR.

Solid BLKG to HDR,

match number of ply's in GT

2x stud TYP.

Min 3x post at shear wall

types , , and .

2x king stud at no holdown

condition or post per plan

at holdown condition.

Per table on DETAIL 111

1, 2 or 3-ply Girder

Truss per truss MFR

Flush beam

per plan

DO NOT stitch nail

new and existing studs

Existing edge nailing

Post per plans

at floor ABV.

Squash BLK in

floor space

match post size

(2)16d sinkers for 6" deep

header. Add (1) 16d sinker for

EA. ADD'L 2" of header depth

Post

per plan

New edge nailing per plan

Repair to be used at over nailing of shear wall

types and or at missing 3x members at

shear wall types , , and .

New edge nailing per plan

Existing 2x studs at

adjoining panel edge

New 2x stud

Flush beam per plan

Solid BLK'G

to to HDR.

Header per plan

4x trim. or (2) 2x trim.

If called out on plans

2x trim.

U.N.O.

Stitch nail w/ 16d sinkers

at 12"o.c. TYP.

E.N.

FDN. sill plate or sole

plate per shear sched.

Holdown per plan

(If required)

See DETAIL 111

Solid studs match number

of ply's in G.T. and stitch nail

w/ 16d sinkers at 12"o.c.

Holdown per plan

(If required)

See DETAIL 111

E.N.E.N.

Top plate

Framing plate

All E.N. in top plate

provide 1/8" stagger at

type and .

Refer to DETAIL for upper level holdown strap requirements.

Use LTP4 ea. side when

greater than 2x king post

DWG NAME: GF206-CY206

SCALE: NTS

TYPICAL SHEAR WALL FRAMING ANDSTANDARD WINDOW AND EXTERIOR STUD WALL FRAMING

6

4

3

2

1

204

405

6 4

3 2 1

3 2 1

DATE: 10-06-08

2 1

SHEAR WALL STUD REPAIR

Nail 3/8" MIN.

from inside

edge of

framing

member

Top plate

Framing plate

Strap nailed from HDR/ SILL to BLKG

per table on DETAIL 207 strap may be

installed at inside of wall if edge nailing

is provided at panel side of BLKG.

Use (1) CS14, TYP, U.N.O.

2x BLKG

TYP.

Mud sill or

sole plate

Holdown per plan

(If required)

See DETAIL 111

or DETAIL 405

at upper level

holdowns

16d sinkers at 12"o.c.

E.N.

E.N.

Shear panel per plan.

Omit at door condition

"L1 per

DETAIL 207

E.N.

At upper level shear walls,

continue shear to ribbon

per DETAIL 401.

Otherwise attach sill plate

per DETAIL 201.

5" SQ., no BLKG

or E.N. required

5" SQ. to 16" SQ.

BLKG and E.N.

required

Holdown per plan

(If required)

See DETAIL 111

or DETAIL 405

at upper level

holdowns

For window condition.

(2) 2x sill at (1) CS14 and (3) 2x sill at

all others. Nail straps to bottom plates.

(2)16d sinkers

each end

of top sill

16d sinkers

AT 12" OCE.N.

E.N.

E.N.

1/8"

GAP

E.N.

E.N.

E.N.

Shear panel over

header per plan

Top plates

2x BLKG

typical

2x king post. Min.

3x post at shear wall

types , , and .

U.N.O. on plans

All shear wall edge nails to be installed

a MIN. of 3/8" from edge of plywood

and edge of framing member.

ALLOWABLE SHEAR WALL PENETRATIONS:

1. Holes up to 5" sq. do not require BLKG and E.N.

2. Holes up to 16" sq. require BLKG and E.N.

3. Holes larger than 16" SQ. are not allowed, EXCEPT at

electrical panels where width is <=15". BLKG and E.N.

is required at top and bottom of panel.

4. MAX. accumulated length of openings shall not exceed

20 percent of the wall length.

5. Holes size includes the length of the overcut.

6. Opening must be a MIN. 6" above sole plate or below

lower framing plate.

7. Recommend circular bored holes or radius corner cuts.

Refer to detail for upper level holdown strap requirements.

MCE NO: GF210210

SCALE: NTS

SHEAR WALL PLYWOOD/NAILING LAYOUT WITHPERFORATED & ALLOWABLE PENETRATION CONDITIONS

405

Trimmer(s) per

plan typical

E.N.

Header

w/ E.N.

E.N.

E.N.

Shear panel

per plan

2x king post.

Min. 3x post at shear wall

types , , and .

U.N.O. on plans.

3 12

(2)16d sinkers for 6" deep header:

Add (1) 16d sinkers for ea. Add'l 2"

3x member at

adjoining panel

edges, TYP.

stagger nails

E.N.E.N. E.N.

3 12

Shear panel

per plan

2x end post

U.N.O. on plans

DATE: 10-06-08

All E.N. in top plate

provide 1/8" stagger at

type and .2 1

"L1 per

DETAIL 207

"L2 per DETAIL 207"L2 per DETAIL 207

L1 L2

At top plate, nail all holes

At drag members, nail every other set of holes.

2 1/16"

1/2"

L1 L2

1"

1 1/2"

3"

1 1/4"

3" 1/2"

L2L2

STRAP

MIN Drag

member

REQ'D

Scab length and

nailing of scab to

side of drag member

"L1" Length of strap

to top plate

"L2" Length of strap to

drag member

Drag

CAP.

(LBS.)

(1) CS14

2x MIN N/A

16" with (15) 10d's

32" w/ (2) rows of 10d's

at 4 1/8"o.c. (15)10d MIN

2490

(2) CS14

2x MIN w/

2x4 scab

6' long w/ (2) rows of


16" with (15) 10d's

32" w/ (2) rows of 10d's

at 4 1/8"o.c. (15)10d MIN

4980

CMST14

(2)2x MIN

N/A

36", with (39) 10d's

72" w/ (2) rows of 10d's

at 3 1/2"o.c. (39)10 MIN

6490

CMST12

(2)2x MIN

N/A

44", with (49) 10d's

88" w/ (2) rows of 10d's

at 3 1/2"o.c. (49)10d MIN

9215

CS14 NAILING PATTERN

CMST12/ CMST14 HOLE NAILING PATTERN

FL BM/ DRAG TRUSS TO PLATE

BM TO BM OR TRUSS TO TRUSS

DROPPED BM TO PLATE

MCE NO: GF207207


At top plate, nail all holes

At drag members, nail all round holes only.

Refer to DETAIL 404

for info. not shown

Drop beam per plan

Single studs, DBL. studs,

or post, per plans.

See nail pattern

detail above

16d at 12"o.c.

(2)16d sinkers at 6" deep beam:

Add (1) 16d for each Add'l 2" in depth

CS14 strap plate

to drag member or

beam U.N.O. on plans

ALT: install strap on

side of bm to plate

Bearing wall as occurs

Flush beam/ Drag truss

per plan

Single studs, DBL. studs,

or post, per plans.

See nail pattern detail above

Flush beam/

Drag truss per plan

16d sinkers at 12"o.c. at multiple studs

Location of HTS20 if required.

CS14 strap plate to

drag members or

beam, U.N.O. on plans

Flush beam/ Drag truss

per plan

"L1" per

DETAIL 207

"L1" per

DETAIL 207

"L1" per

DETAIL 207

"L1" per

DETAIL 207

DROPPED BM

TOP FLUSH BMHEADER

BOTTOM FLUSH BEAM

DWG NAME: GF208208BEAM CONNECTIONS


Multi. 2x studs or post:

See plans for size

Strap CS14 far side,

with (15)10d each

side of beam,

U.N.O. on plan

2x stud EA. side w/ 16d sinkers

at 12"o.c. to post or studs.

ALT: Install strap

on side of top plate

CS14 w/ (15)10d

each side of beam,

U.N.O. on plan.

Multi 2x studs or post:

see plans for size

2x stud EA. side

w/ 16d sinkers

at 12"o.c. to

post or studs

Use 16d sinkers at 12"o.c., at MULTI. studs

Flush beam

(2) 16d sinkers toe nailed EA side

2x studs w/

16d sinkers at

12"o.c. to post

Beam: Top flush

w/ FLR FRMG.

(2)16d sinkers min each

side at 6" deep beam:

add (1) 16d sinkers

each side for each

ADDT'L 2" depth

Post or MULTI. 2x studs:

see plans for size

Post or multi. 2x studs: see plans for size

Add PLYWD shim as

necessary for tight fit

(2)16d sinkers MIN each side

at 6" deep beam:

Add (1) 16d each side

for each additional 2" depth

Dropped beam

Top plates

Cont. header per plan

Provide type shear panel above HDR

Cont. from HDR to top plate U.N.O.

CS14 both sides of EA. post (4 total)

shim post or HDR. as required.

(Omit at manufactured shear panel

condition.)

Edge Nailing

Trimmer per plan.

Manufactured shear panel or plywood

shear panel per plan. At plywood shear

panel condition, E.N. shear to header

and trimmers.

At MAX. 1 1/2" shim condition, use

LS50's from truss or BLKG to

continuous header at spacing specified

per detail or on plans.

BLKG panels or drag truss w/ sheathing

CS14 both sides of EA. post (4 total)

shim post or HDR. as required.

(Omit at manufactured shear panel

condition.)

Cont. Header per plan

Edge nailing at conventional shear only.

Manufactured shear panel or plywood

shear panel per plan. At plywood shear

panel condition, E.N. shear to header

and trimmers.

CRIPPLE CONDITION

SHIM CONDITION

Min (2) 2x6 king studs w/ (2) rows E.N.

Min (2) 2x6 king studs w/ (2) rows E.N.

4

401

DATE: 10-06-08213GARAGE HEADER CONNECTION

SCALE: NTS MCE NO: GF213

Trimmer per plan.

Shim for width and for depth

changes as required

Beam per plan

'CCQ' column cap, to fit post and beam

TYP U.N.O.

Beam per plan

5 1/4" MIN.

TYP

MCE NO: GF214214

SCALE: NTS

BEAM TO POSTCONNECTION w/ CAP

DATE: 10-06-08

Post per plan

TOP PLATE:

REM.

DEPTH

2x4 studs: 2x6 studs: 2x4 studs: 2x6 studs:

DIA.

At locations where top plates are completely notched,

provide HARDY HS24 saddle at top plate.

16" M

AX

2 1/8" dia. Hole

max

5/8"

MIN

5/8"

MIN

5/8"

MIN

5/8"

MIN

5/8"

MIN

5/8"

MIN

5/8"

MIN

5/8"

MIN

1 3/8" dia. Hole

max

2" dia. Hole

max

3 1/4" dia. Hole

max

16" M

AX

16" M

AX

16" M

AX

7/8"

MAX

1 1/8"

MAX

1 3/8"

MAX

2 1/8"

MAX

If allowable cuts on studs are exceeded, provide Simpson HSS stud shoes at each notch or hole.

Do not notch or drill more than 3 consecutive studs Do not notch or drill balloon framed studs or studs over 10'-0"

WIDTH

3/4"

MIN.

Only required at exterior walls, and interior bearing and

shear walls. Not required at interior non-bearing walls.

For all notching or drilling greater than above, provide

CS14 32" long w/ (15) 10d nails each side of notch or

drilled hole, U.N.O. on plans.

No strapping required at notching or drilling

of top plates as shown above

Acceptable CS14 locations

Double top plates

Center straps on

notched/drilled hole,

or top plate break.

ALLOWABLE HOLES AND NOTCHES IN TOP PLATES

PLATE SIZE DEPTH WIDTH REMAINING DIAMETER

2x4 2" 16" 1 1/2" 2"

2x6 3 1/2" 16" 2" 3 1/2"

EXTERIOR/BEARING WALLS INTERIOR/NONBEARING WALLS

DWG NAME: GF212212

SCALE: NTS

NOTCHED OR DRILLED STUDSAND TOP PLATES

DATE: 10-06-08

D/6

MIN. 2"

D/6

D3

MIN. 2"

D/4

45°

D/3

1/3 span

notches and

holes allowed

1/3 span

NO notches

1/3 span

notches and

holes allowed

D/3

D

This detail is not applicable to I-joists

or any manufactured lumber.

Notes:

1. Holes may be drilled in any 1/3 span. Holes must be a min. 12" from

any notch.

2. Do not notch both top and bottom surfaces within the same 1/3 span.

3. Max allowed is a combination of two notches and/or holes per 1/3 span.

4. This detail does not apply to notches and holes in structural beams,

they must be specifically detailed.

5. Notches and holes are not allowed in cantilevered joists.

6. Refer to manufacturer's recommendations for holes in manufacturer's

I-joist. Do not notch I-joist.

Joist

Size

MAX notch

width: D/3

MAX notch

depth: D/6

MAX size

hole: D/3

2x6 1 3/4" 7/8" 1 3/4"

2x8 2 3/8" 1 1/8" 2 3/8"

2x10 3" 1 1/2" 3"

2x12 3 3/4" 1 7/8" 3 3/4"

2x14 4 3/8" 2 1/8" 4 3/8"

MCE NO: GF211211

SCALE: NTS

NOTCHED OR DRILLED CONVENTIONAL JOISTS(WHERE OCCURS)

DATE: 02-02-08

Shear above strap

to top plates per

plans as needed.

Use type , U.N.O.

CS14 per DETAIL 207,

U.N.O. on plans

4x BLKG

"L1" per

DETAIL 207

"L2" per DETAIL 207

MCE NO: GF209209

SCALE: NTS

4

DATE: 10-06-08

MCE NO: GF203203

SCALE: NTS

NON-BEARING HEADER SCHEDULE

Header Size

MAX Span

(5'-0" Wall ABV, MAX)

MAX Span

(10'-0" Wall ABV, MAX)

2x4 FLAT 3'-0" --

4x4 STD & BTR 6'-6" 4'-6"

4x6 DF #2 10'-0" 9'-6"

4x8 DF #2 12'-0" 12'-0"

DATE: 02-28-08

MCE NO: GF201201

SCALE: NTS

See (DETAIL 107) for anchor length, standard spacing and installation notes:

A. Wood structural panels shall meet the requirements of IBC section 2306.3 These values are for Douglas

Fir-Larch and a stud spacing of 16"o.c., other lumber species may differ in shear capacities.

B. All panel edges to be backed with 2x or wider framing member. All top plate nailing to be into "Upper" top plate

only, not the framing plate.

C. Where panels are applied to both faces of wall and nail spacing is less than 6"o.c., panel joints shall be offset to

fall on different framing members or framing shall be 3x or wider and nails staggered on each side.

Provide 3x foundation sill at all double sided shear walls for all types and double the amount of anchor bolts

at type , , and .

D. For shear wall type , provide a single 3x minimum member for foundation sill plates. For shear wall types ,

. and , provide minimum 3x post or blocking at adjoining panel edges and stagger nails.

E. Provide 3"x3"x0.229" slotted steel plate washer at all shear wall anchor bolts.

F. For shear wall types and , anchor bolts have been designed for 50% of their allow. Capacity to allow for

usage of 2x sill plate.

G. All nailing listed above should conform to the nailing specified in the hardware and nail schedule located on

DETAIL 215. Nailing at joint and sill plate shall be staggered for shear wall types , , and .

Notes:

A. All roof and floor sheathing to be exposure I or exterior per IBC tables 2304.7(1) thru 2304.7(5).

7/16" sheathing is not structurally acceptable for roof sheathing.

B. For floor sheathing, wood structural panel shall be underlayment grade. All floor sheathing shall be glued

to framing.

C. All roof nails to be 8d . All floor nails to be 10d.

D. In lieu of 10d nails at floor sheathing, #8 x 2" long screws may be used as a one to one alternate.

E. For all floor sheathing, panel edges shall have approved T&G joints or shall be supported with blocking.

Not required when lightweight concrete is placed over subfloor.

SHEAR WALL SCHEDULE 2008 SDPWS 4.2A

SW

TYPE

Shear Panel

Description

Allow

SEIS

(PLF)

Allow

WIND

(PLF)

FND SILL

PLATE

(Mudsill)

STD

1/2" A.B.

SPC'G

ALT.

3/4" A.B.

Spacing

Upper Floor

2x Sole Plate

Nailing

3/8" wood structural panel w/ 8d nails at 6"o.c.

(Edge) and 12"o.c. (Field)

260 350 2x 34" o.c. N/A

(1) Row of 16d sinkers

(3-1/4" x 0.148) at 4"o.c.



350 530 2x 22" o.c. N/A

(2) Rows of 16d sinkers

(3-1/4" x 0.148) at 6" o.c.



490 685 2x 8" o.c. 16" o.c.

(2) rows of 16d sinkers

(3-1/4" x 0.148) at 4"o.c.



600 895 2x 6" o.c. 12" o.c.

(1) Row of 1/4" x 3-1/2"

SDS screws at 4" o.c.

15/32" struct. 1 wood structural panel w/

10d at 2"o.c. (Edge) and 12"o.c. (Field)

8701,215

3x 12" o.c. 24" o.c.

(1) Row of 1/4" x 3-1/2"


6

4

3

2

1

HORIZONTAL: ROOF AND FLOOR SHEATHING. 2012 IBC TABLE 2304.7(1) THRU 2304.7(5)

MAX. spacing Description

Roof 24"o.c.

15/32" wood structural panel, PII 24/O, w/ 8d nails at 6"o.c. at edges and boundaries, 12"o.c. at field.

Floor 16"o.c.

23/32" wood structural panel,T&G sheathing PII 32/16, with 10d nails at 6"o.c. at edges and boundaries, 12"o.c. at field.

Floor 20"o.c.

23/32" wood structural panel,T&G sheathing PII 40/20, w/ 10d nails at 6"o.c. at edges and boundaries, 12"o.c. at field.

Floor 24"o.c.

23/32" wood structural panel,T&G sheathing PII 48/24, w/ 10d nails at 6"o.c. at edges and boundaries, 12"o.c. at field.

SHEARWALL AND FLOOR/ ROOFSHEATHING SCHEDULE

12

3 12

23

1

3

DATE: 03-05-08

6 4 1

MCE NO: GF215215HARDWARE NAILING SCHEDULE


Typical

Application

CALL-OUT PER PLANS (SIMPSON STRONG TIE) ALTERNATE HARDWARE (USP Connectors, U.N.O.)

Simpson Product

Number

Evaluation

Report***

Capacity

Fastener

Schedule

USP Connector

Product Number

Evaluation

Report***

Capacity

Fastener

Schedule

HOLDOWNS

Holdown STAD14 ESR-27874,685 (38) 16d sinker

Holdown HDU5 ESR-23305,090 (14) 1/4"x2.5" SDS

PHD5A ER-0200**6,525 (14) 1/4"x3" WS3

Holdown HDQ8 w/ 4x4 P ESR-23307,630

(20) 1/4"x3" SDS

UPHD8 w/ 4x4 P ER-0200**11,270

(24) 1/4"x3" WS3

Holdown HDQ8 w/ 4x6 PESR-2330

9,230(20) 1/4"x3" SDS

UPHD8 w/ 4x6 P ER-0200**11,270

(24) 1/4"x3" WS3

Holdown HDU11 w/ 4x8 P ESR-233011,175 (30) 1/4"x2.5" SDS

UPHD11 w/ 4x6 P ER-0200**14,395 (24) 1/4"x3" WS3

Holdown HDU14 w/ 4x8 P ESR-233014,390 (36) 1/4"x2.5" SDS

UPHD14 w/ 4x6 P ER-0200**16,695 (30) 1/4"x3" WS3

FRAMING HARDWARE

Truss / Rafter H1 ESR-2613 485

(10) 8d x 1-1/2

RT15 ESR-3448 500

(10) 8d x 1-1/2

Truss / Rafter H10 ESR-2613 590

(16) 8d x 1-1/2

RT16 ESR-3448 645

(16) 8d x 1-1/2

Blocking / Rim

A35 ER-0112** 450

(12) 8d x 1-1/2

MPA1 ESR-3455 570

(12) 8d x 1-1/2

over Ply/OSB

A35 ER-0112** 450

(12) 8d common

MPA1 ESR-3455 570

(12) 8d common

Blocking / Rim

LTP4 ER-0112** 515

(12) 8d x 1-1/2

MP4F ESR-3455 565

(12) 8d x 1-1/2

over Ply/OSB

LTP4 ER-0112** 515

(12) 8d common

MP4F ESR-3455 565

(12) 8d common

Blocking / Rim

LS50 ER-0112** 475

(8) 10d x 1-1/2

MP5 ESR-3455 485

(8) 10d x 1-1/2

over Ply/OSB

LS50 ER-0112** 475

(8) 10d common

MP5 ESR-3455 485

(8) 10d common

Blocking / Rim

RBC ER-0112** 445

(12) 10d x 1-1/2

MP5 ESR-3455 485

(8) 10d x 1-1/2

over Ply/OSB

RBC ER-0112** 445

(12) 10d common

MP5 ESR-3455 485

(8) 10d common

POST CAPS / BASES

Post Cap

PC / EPC ESR-2604 Varies Varies PCM / EPCM ESR-3449 Varies Varies

Post CapCCQ / ECCQ

ESR-2604 Varies Varies KCCQ / KECCQESR-3449 Varies Varies

Post Cap

CC / ECC ESR-2604 Varies Varies KCC / KECC ESR-3449 Varies Varies

Post Base AB / ABU ESR-1622 Varies Varies PA / PAU ESR-3449 Varies Varies

Post Base CBQ* / CBSQ* ESR-3050 Varies Varies KCBQ* / CBSQ* ER-3449 Varies Varies

Post Base CB* ESR-3050 Varies Varies KCB* NER-530 Varies Varies

STRAPS

Strap

CS14 ESR-2105 2490

(36) 8d common

RS14 ESR-3455 2610

(42) 8d common

over Ply/OSB

CS14 ESR-2105 2490

(30) 10d common

RS14 ESR-3455 2610

(36) 10d common

Strap

CMST14 ESR-2105 6490

(78) 10d common

CMST14 ESR-3455 6630

(74) 10d common

over Ply/OSB

CMST14 ESR-2105 6490

(66) 16d common

CMST14 ESR-3455 6630

(64) 16d common

Strap

CMST12 ESR-2105 9215

(98) 10d common

CMST12 ESR-3455 9320

(96) 10d common

over Ply/OSB

CMST12 ESR-2105 9215

(84) 16d common

CMST12 ESR-3455 9320

(82) 16d common

HANGERS

Typ. Hanger

LU / LUS ESR-2549 Varies Varies JU / JUS ESR-1881 Varies Varies

Typ. Hanger

HUS / HUSC ESR-2549 Varies Varies

HUS / HUS_IF

ESR-1881 Varies Varies

Typ. Hanger

HU / HUC ESR-2552 Varies Varies

HD / HD_IF


Typ. Hanger

THA / THAC ESR-2551 Varies VariesMSH / MSH_IF


I-Joist Hanger

IUS / IUT / U ESR-2552 Varies Varies THF / THD ESR-1781 Varies Varies

Beam Hanger

LBV / B / HB ESR-1866 Varies Varies THO / KB ESR-1781 Varies Varies

Beam Hanger

HHB / GB / HGB ESR-2615 Varies Varies KHHB/KGB/KHGB ESR-1280 Varies Varies

Beam Hanger

LEG / MEG / EG ESR-2615 Varies Varies KLEG/KMEG/KEG ESR-1280 Varies Varies

CONNECTORS

Wood Screws SDS 1/4" ESR-2236 Varies N/A WS3 ESR-2761 Varies N/A

ANCHORAGE & REPAIRS

Shot Pins PHNW-72 ESR-2138 265 N/A

HILTI X-DNI(2-7/8")

ESR-1663 250 N/A

AB Repair

Titen HD ESR-2713 Varies N/A RedHead Trubolt+ ESR-2427 Varies N/A

AB Repair Strong Bolt

ESR-1771 Varies N/A PowerStud + DS2 ESR-2502 Varies N/A

Epoxy Repair

SET-XP ESR-2508* Varies N/A HILTI RE-500SD ESR-2322 Varies N/A

NOTES:

* Denotes Evaluation Report not yet updated for the 2012 IBC

** Denotes Evaluation Report prepared by IAPMO Evaluation Service

*** Denotes Evaluation Report prepared by ICC Evaluation Service, Typical, U.N.O.

NAIL IDENTIFICATION SYSTEMS

Nail Type

16d Common 16d Sinker 10d Common 16d x 2-1/2" 8d Common 10d x 1-1/2 8d x 1-1/2 Evaluation

Actual Size 0.162x3-1/2" 0.148x3-1/4" 0.148 x 3" 0.162 x 2-1/2" 0.131 x 2-1/2" 0.148 x 1-1/2" 0.131 x 1-1/2"

Report***

Halsteel TruSpec Orange "6"

Green "4"

Purple "4" Orange "6H"

Blue "3H"

Purple "4H"

Black "3H" ESR-1768*

Simpson Strongtie

16DHDG 16d Sinker 10DHDG N16 SS8D N10 N8 ER-2403*

Paslode Nails "P16" "P10L" "P10L" "P16" "P8d" "P10" "P8" ESR-2126

TrackersOrange

Green

Purple OrangeBlue N/A N/A ESR-2040*

Provide stud at any

framing plate break

Shear as occurs

Install CS14's on top or side of

"Upper" top plate only, not

"Lower" framing plate.

Exterior wall top plates should be kept as continuous as possible.

Do not break exterior wall top plates at interior perpendicular walls.

At any breaks in exterior wall top plates less than 4'-0" require

one CS14 minimum U.N.O. on plans. All CS14 straps should be

32" long and nailed w/ (15) 10d nails on each side of the BRK.

SIDE VIEW

See detail

for information not shown here

MCE NO: GF204204TOP PLATE SPLICES AT BREAKS

SCALE: NTS

401

401

DATE: 10-06-08

Top plate

Framing

plate

4'-0" MIN

(16) 16d Sinkers

CS14 where

required

MCE NO: GF205205


THRU WALL INTERSECTION

PREFERRED DETAIL : PLAN VIEW

E.N.

Interior plywood shear

wall per plans,

where occurs

2x stud wall

4x4 post w/

holdown below

2x w/ 16d sinkers

at 4"o.c. to 4x post.

U.N.O.

4x6 post w/

holdown below

2x stud wall

4x4 AT INTERSECTION : PLAN VIEW4x6 AT INTERSECTION : PLAN VIEW

Exterior plywood shear wall

per plans, where occurs

Exterior plywood shear wall


THRU WALL INTERSECTION

ALT. DETAIL : PLAN VIEW

Field Nailing

E.N.

Interior plywood shear

wall per plans,

where occurs

Interior plywood shear wall


Field nailingField nailing

Note: Aternate may not be used for shear wall type1

16d sinkers

at 6"o.c.

2x Stud wall

Interior plywood shear wall


6

4

3

2

1

Shear

type

16d sinker

nail spacing

2x Stud wall

16d sinkers

per schedule

at 6"o.c.

at 4"o.c.

at 3"o.c.

at 2"o.c.

Not allowed

Note:

Sheathing may be notched around top and bottom

of plates

2x Stud wall2x Stud wall

2x w/ 16d sinkers

at 6"o.c. to 2x stud,

U.N.O.

E.N. E.N.

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

GENERALFRAMINGDETAILS

200 SERIESSD2-0 GEN FRMG

SD2.0

Splice strips

per detail

"L" per

DETAIL 306

Refer to detail for information not shown

SCALE: NTS MCE NO: GRF316

DRAG CONNECTION AT TRUSSESPERPENDICULAR TO DRAG TRUSS

308

Simpson CS14 U.N.O. for extent of

roof truss BLKG w/ (2) 10d at 4"o.c.

CONT. 3 truss bays past G.T. U.N.O. on plans

314

304

Provide scab as required refer to detail

Roof truss, TYP.

8d at 6"o.c.

TYP, U.N.O.


thru BLKG to G.T.

Girder truss

Valley overfill per

detail

316DATE: 03-04-08

306

4

5

°

M

I

N

.

Use LS50's in lieu of LTP4

where gap exceeds 1/4"

Refer to Truss MFR for

additional bracing requirements.

TRUSS CONDITION

RAFTER CONDITION

5

5

°

M

A

X

.

See detail for alternative framing anchor spacing301


TYPICAL GABLE ENDROOF TO EXTERIOR WALL

LTP4 at

48"o.c. U.N.O.

(2)16d sinkers

thru truss into

each brace.

Gable end truss w/

notched top chord

and drag per plan

2x4 flats at 6'-0"o.c.

(MIN 2 bays) w/ (2)16d Sinkers

to each truss bottom chord.

2x4 BLKG w/

(3)16d sinkers at each

end thru truss top chords.

8d at 4"o.c. thru

sheathing to blocking

2x Flat Finger at 24"o.c.

w/ (2) 16d each end

(3)16d sinkers at DIAG.

brace/ flat intersection.

At no overhang omit flat

fingers and attach fascia

per arch to truss

(5)16d Sinkers at DIAG. Brace/

BLKG intersection

E.N.

TYP

Shear wall as occurs

At no overhang omit Flat Fingers

and attach Fascia per ARCH to wall

(3) 8d / Finger BLKG

2x blocking w/ 16d Sinkers at 6"o.c.

to top plate

2x4 nailer w/ (2) 16d Sinkers

at EA. Stud

2x studs per plan

2x Flat Finger at 24"o.c.

w/ (2) 16d each end

E.N.

TYP

302DATE: 07-15-08

2x4 brace at 6'-0"o.c.

Align next to 2x4 flats.

H10, EA DIAG. brace, TYP

Add 2x4 (Flat) brace when brace length exceeds 6'-0".

Nail w/ 16d Sinkers at 8"o.c. to 2x4 brace.

Use LS50's in lieu of A35's or

LTP4's where gap exceeds 1/4"


TRUSSES PARALLEL TOINTERIOR SHEAR WALL



ALT. Drag truss locations w/ LTP4 or A35

at side or bottom of truss to top plate or

offset up to 10" w/ continuous 2x flat BLKG

Drag truss w/ LTP4 at 24"o.c.

to top plate entire length of

wall U.N.O. on plans

EN. TYP entire length of truss

(DBL E.N. at 2-ply truss)

303DATE: 07-15-08

ALT: A35 at

Aligned condition

LTP4 at

Aligned condition

A35 at Offset condition

Use LS50's in lieu of A35's or LTP4's where gap exceeds 1/4"

always provide 2x top plate at shear wall condition.

301

SHEAR TRANSFERSCALE: NTS MCE NO: GRF304

BLKG panel w/ LTP4's at 24"o.c. to

top plate, U.N.O. Refer to table in

detail for ALT. A35 or LS50 spacing

Splice panels w/ 4" wide OSB/ PLYWD strips w/

same E.N. as BLKG panels between truss chords

and webs. If Truss VERTS. prevent installation

this Ply, then use A35's at 24"o.c. block to VERT.

Provide gap at non-bearing

condition. Clip studs 3/4"

or use 1x framing plate

w/ 2x top plate.

MFR BLKG PNLS or OSB/PLYWD BLKG PNLS match

type of shear panel below U.N.O. BLKG PNLS shall

extend entire length of shear wall, U.N.O.

(Omit plywood if truss PNL BLKS are used.)

2x studs at 16"o.c.

TYP U.N.O.

3/4" gap below truss

at non-bearing

condition

2x framing at

perimeter of

truss bay, TYP

8d at 6"o.c.

U.N.O.

Omit plywood if truss

panel BLKG is used.

304DATE: 7-15-08

Top plate

Framing plate

Use LS50's in lieu of A35's or LTP4's where gap exceeds 1/4"

301


DRAG CONNECTION AT TRUSSESPERPENDICULAR TO INTERIOR WALL

Provide gap at non-bearing

condition. Clip studs 3/4" or use

1x framing plate w/ 2x top plate.

Simpson CS14 U.N.O. for extent of

roof truss BLKG w/ (2) 10d at 4"o.c.

(Omit strap if top plate of wall is continuous below BLKG

and use LTP4's at 24"o.c.)

DBL. Top plate

BLKG panel w/ LTP4's at 24"o.c. to top

plate, U.N.O. Refer to table in

detail for ALT. A35 or LS50 spacing

Continue BLKG 3 truss

bays past end of wall,

U.N.O. on plans

MFR BLKG PNLS. or OSB/PLYWD BLKG PNLS

match type of shear panel below, U.N.O. BLKG panels

shall extend entire length of shear wall, U.N.O.

(Omit PLYWD if truss PNL BLKS are used).

8d at 6"o.c.

TYP, U.N.O.

Roof truss,

TYP.

Splice strips

per detail

304

305DATE: 07-15-08

"L" per

DTL 306

All G.T.'s to be aligned

w/ wall U.N.O. on plans

L

L

L

L

L

L

L

L

L

L

CMST12 or CMST14 condition

at single truss w/ scab

(2) CS14 condition at

single truss w/ scab

(1) CS14 CONDITION (2) CS14 CONDITION

CMST12 OR CMST14

CONDITION

SINGLE TRUSS CONDITION

GIRDER TRUSS CONDITION

L

L

L

L

Strap

"L"

Scab length w/ (2) rows

16d sinkers at 4"o.c. STG'D.

Nailing in "L" Drag capacity pounds

(1) CS14

16" N/A

(15) 10d's

2490

(2) CS14

16" 4'-0"

(15) 10d's EA. Strap

4980

CMST14 36" 6'-0"

(39) 10d's

6490

CMST12 44" 8'-0"

(49) 10d's

9215

DRAG TRUSS CONNECTIONSCALE: NTS MCE NO: GRF306

2-Ply G.T. (MIN)

Double 2x top plate

at wall beyond

2-Ply G.T. (MIN)

1-Ply G.T.

Aligned truss

w/ E.N. at 6"o.c.

2x4 scab

per chart

Double 2x top plate

at wall beyond

306

Aligned 1-Ply or 2-Ply G.T.

w/ E.N. at 6"o.c. at each Ply

DATE: 02-28-08


TRUSS RIDGE BLOCKINGAND SHEAR TRANSFER

Solid 2x

BLKG

Roof truss

E.N. stagger

at ridge

Girder truss

2x BLKG w/ 16d sinkers at

8"o.c. to Girder top chord

(ALT: A35's at 24"o.c.)

E.N. TYP

Truss top

chord or rafter

307DATE: 02-28-08

Use LS50's in lieu of A35's or LTP4's


AT OFFSET DRAG TRUSS

AT ALIGNED GIRDER TRUSS

OVER FRAMING AT DRAG TRUSSSCALE: NTS MCE NO: GRF308


304

303

314

304

Drag truss per plan.

(Design truss for a drag load of

180 PLF U.N.O.)

At truss offset from wall, use 2x offset

condition shown in detail

For blocking at high heel condition

where BLKG exceeds 2x12, use truss

or panel blocks per detail

(4)16d sinkers into EA block, U.N.O.

(4)16d sinkers per block into

Drag girder truss

For blocking at high heel condition

where blkg exceeds 2x12, use truss

or panel blocks per detail

Drag girder truss per plan.

(Design truss for a drag load of

180 PLF U.N.O.)

Truss w/ HGR per

Truss MFR to Girder truss

E.N. TYP

E.N.

TYP

California Framing

ALT: truss overfill

per detail

A35 at 24"o.c. entire

length of wall, U.N.O. on plans

Shear wall as occurs per plan

(Either side of wall)

ALT: Drag truss

location w/ LTP4

at 24" to BLKG

314

California Framing

ALT: truss overfill

per detail

E.N. EA Ply TYP

E.N.

TYP

308DATE: 07-15-08

8'-0" MAX SET BACK

PER ARCH. PLANS

SHEAR TRANSFER AT DUTCH HIPSCALE: NTS MCE NO: GRF309

(2) 16d sinkers at truss end

(Top and Bottom chord)

302

301

Blocking at truss to be

provided by truss MFR

Roof SHTG

Jack trusses, per Truss MFR

E.N.

E.N.2x pressure blocking

w/ (4)16d sinkers per

block and roof E.N.

309DATE: 02-28-08

Drag/ Drag girder truss w/ E.N.

Design truss for 180 PLF

Drag load, U.N.O. on plans.

ROOF CONNECTIONSCALE: NTS MCE NO: GRF311

302

2x6 sloped ledger w/ (3) rows of

16d sinkers at 16"o.c. - Truss MFR to

provide sloped BLKG in truss as required.

2x BLKG at 48"o.c.

(Align w/ H2.5A)

Provide H2.5A at 48"o.c.

from truss web to 2x BLKG

Drag/ Drag girder truss w/ E.N.

Design truss for 180 PLF

Drag load, U.N.O. on plans.

Wall below, as occurs

311DATE: 02-28-08

Toe Nail w/

(2)16d sinkers

E.N.

Shear wall

as occurs

Shear wall

as occurs

Use LS50's in lieu of LTP4


2x BLKG w/ LTP4

at 48"o.c., U.N.O.

MFR roof truss, Per plan

See detail for alternative framing anchor spacing

301


TRUSS TO RAFTER CONNECTION

E.N. TYP

(8)16d Sinkers thru

Rafter to Top Chord

312DATE: 07-15-08

2x rafter,

per plan

1

2

"

M

I

N

L

A

P

ROOF TRUSS PARALLEL TO STUD WALL AT CANTILEVER ROOF TRUSS PERPENDICULAR TO STUD WALL AT CANTILEVER

ROOF TRUSS PARALLEL TO STUD WALL AT BEARING WALL ROOF TRUSS PERPENDICULAR TO STUD WALL AT BEARING WALL

ROOF TRUSS PARALLEL TO STUD WALL AT FLOOR BEAM ROOF TRUSS PERPENDICULAR TO STUD WALL AT FLOOR BEAM

Per detail

Per

detail

Popout at second FLR as

occurs. Build on top of low

roof and align truss below.

402

401

As an alternate to running

shear to beam, stop shear at

sole plate and provide S.P.N.

to BM. per shear wall schedule.

Popout at second FLR.

as occurs. Build on top

of low roof and use

2x flat blocking below.

Full height shear at second floor

as occurs per plan.

H2.5A at 48"o.c.

Use (1) row of 2x blocking to receive shear

from BM, if shear is NOT full height.

If shear IS full height, omit block and

back-nail thru shear to 2x ledger at low roof.

Nail 2x BLKG to studs w/

(2) 16d sinkers per stud

and E.N. to BLKG in wall.

If Full HT shear does not occur

per plan, use MIN type shear

from low-roof to beam, U.N.O.

As an alternate to running shear to beam,

stop shear at sole plate and provide

S.P.N. to BM. per shear wall schedule.

Per detail

404

Floor framing per plan

w/ HGR per SN1

Beam per plan,

G.T. at SIM


as occurs per plan.

H2.5A at 48"o.c.

Use (1) row of 2x blocking to receive

shear from BM, if shear is NOT full HT..


back-nail shear to 2x BLKG at low roof.

TYPICAL LOW ROOF SHEAR TRANSFERSCALE: NTS MCE NO: GRF313


as occurs per plan.

H2.5A at 48"o.c.


shear from CONT. ribbon if shear is

NOT full height.


back-nail thru shear to 2x ledger at

low roof.


as occurs per plan.

H2.5A at 48"o.c.


from CONT. ribbon if shear is NOT full height.

If shear IS full height,

omit 2x BLKG and back-nail thru shear

to 2x ledger at low roof.


from CONT. ribbon if shear is NOT full height.

If shear IS CONT. full height,



CANT'L floor

framing per plan

Dropped

beam

per plan

Per

detail

402

CANT'L floor

framing per plan

Dropped

beam

per plan



of low roof and use


Nail 2x4 CONT. ledger

to studs w/ (2)16d

sinkers per stud and

E.N. to 2x BLKG in wall

Stop shear at sole plate and

provide S.P.N. to continuos

ribbon per shear wall schedule.

2x8 ledger w/ (6) 16d sinkers

at each truss end or 24"o.c.

If Full HT shear does not occur per

plan, use MIN type shear from

low-roof to continuous ribbon, U.N.O.




Per detail

404




2x flat BLKG

at 48"o.c.

(Align w/ H2.5A)

Nail 2x6 ledger to studs w/ (3)16d

sinkers per stud. ALT: Roof truss per

MFR design for Drag Load of 180#/FT

Shear at first floor as occurs per plan.

Per detail401



of low roof and use


Nail 2x4 CONT. ledger

to studs w/ (2)16d

sinkers per stud and

E.N. to 2x BLKG in wall

Shear at first floor as occurs per plan.

H2.5A at 48"o.c.


as occurs per plan.

H2.5A at 48"o.c.


as occurs per plan.

313DATE: 03-05-08

6

6

2x8 ledger w/ (6) 16d sinkers at

each truss end or 24"o.c. (MAX)




6




6

E.N.

E.N.

E.N.

E.N.

E.N.

E.N.



MFR roof truss w/

HGR per shedule on SN1

MFR roof truss w/





6


w/ HGR per SN1

Beam per plan,

G.T. at SIM

2x flat BLKG

at 48"o.c.

(Align w/ H2.5A)

2x flat BLKG

at 48"o.c.

(Align w/ H2.5A)


shear from CONT. ribbon if shear is

NOT full height.

If shear IS full height,



MFR roof truss w/


Stop shear at sole plate and

provide S.P.N. to continuos

ribbon per shear wall schedule.

If Full HT shear does not occur

per plan, use MIN type shear

from low-roof to beam, U.N.O.

6







VALLEY TRUSS FRAMING

PITCHED / SQUARE CUT

BOTTOM CHORD VALLEY

CALIFORNIA FRAMING

A

Common trusses

per plan

2'x4' max of roof sheathing is permitted

to be omitted in void areas shown for

access and ventilation.

2x flat BLKG w/ (2)10d toe nail each end

to truss between overfill truss ends.

Roof sheathing


OVER FRAMING

Valley trusses

(1)16d sinker toe nailed at

EA truss top chord below

(24"o.c., TYP)

ALT: Valley truss clips

(Simpson VTC2) at 48"o.c.

Valley truss-pitched

Valley truss-square

2x ridge BLKG

per detail

Common roof

trusses per plan

B.N.

TYP.

Roof sheathing

2x4 R.R. at CALIF. FRMG.

MAX. span = 8'-0"

Main roof framing rafter

or roof truss

Continue lower roof SHTG down to

supporting Wall/ Beam and provide

shear transfer at that location.

2x6 flat w/ (2)16d sinkers

to EA. roof truss/rafter

Roof Rafter w/

(3)16d Sinkers

toe nailed to ridge

B.N. TYP.

Roof sheathing

2x6 ridge at 2x4 rafters

at California Framing

2x6 roof brace w/ (3) 16d sinkers to 2x4 kicker where

REQ'D to limit span on 2x4 R.R. To 8'-0" max. U.N.O.2x4 kicker at 4'o.c. MAX. w/

(3) 16d Sinkers to R.R.

307

314DATE: 03-05-08

FRONT VIEW

TOP VIEW-MIDDLE TOP VIEW-CORNER


(1) LTP4

over miter cut

Lag screws

Lag screws

ARCH. beam per plan

(2) 1/2" dia. Lag screws w/

5" embedment into post

Arch post per plan

315DATE: 02-28-08


Bottom chord of truss

or floor joist per plan

2x studs at

16"o.c. (U.N.O.)

3/4" MAX gap at

top plate to bottom

of truss or floor joist

1x plate over 2x plate w/ STC clip

at 24"o.c. at all NON-BRG interior walls

ALT. clip studs 3/4" and use (2)2x top plate

2x studs

at 16"o.c.

(U.N.O.)

2x4 flat or edge BLKG at 24"o.c.

w/ (2) 16d short nails at each end

310DATE: 03-04-08


HIGH HEEL TRUSS w/ BLOCKING PANEL

RAFTER AND CEILING JOIST

2x BLKG w/

(3) 16d per block

2x BLKG

w/ E.N.


2x Ceiling joist as occurs

w/ (3)16d sinkers per rafter

U.N.O. on plan

LTP4's at 24"o.c.

U.N.O. on plans.

ALT: 3/8" APA

rated panel

8d at 6"o.c. E.N.

8d at 12"o.c. F.N.

2x BLKG w/ LS50's at

24"o.c. entire perimeter

of house U.N.O. on plans

E.N. TYP

E.N. TYP

Note: use LTP4's in lieu of LS50's

at optional vertical BLKG condition.

Note: Blocking shall fit

tightly between trusses at

all bays in all conditions.

ROOF TRUSS

HIGH HEEL TRUSS w/ MANUF. BLOCK

ALLOWABLE FRAMING ANCHOR SUBSTITUTIONS

Framing Anchor Spacing at Spacing at Spacing at Spacing at Spacing at Spacing at

LTP4 (w/ 8dx1-1/2")

48"o.c. 36"o.c. 32"o.c. 24"o.c. 18"o.c. 12"o.c.

A35 (w/ 8dx1-1/2")

44"o.c. 33"o.c. 29"o.c. 22"o.c. 14"o.c. 11"o.c.

LS50 (w/ 10dx1-1/2")

43"o.c. 32"o.c. 28"o.c. 21"o.c. 14"o.c. 10"o.c.

See table below for alternative

framing anchor spacing

Shear wall or finish as occurs

Note: 2x full depth BLKG. w/ E.N. at

interior shear wall condition w/

LTP4's at 24"o.c. U.N.O.

Where depth of blocking exceeds 2x12,

refer to high heel truss detail above.

Shear wall

as occurs

2x BLKG w/ LS50's

at 24"o.c., U.N.O. on plans

entire perimeter of house.

As an alternate to LS50's

at 48", 36", 32", and

24"o.c., use H1's at 24"o.c.

entire perimeter of house.

LTP4's at 24"o.c.

U.N.O. on plans

E.N. TYP

At high heel condition use

MFR roof truss panel blocks.

TYP. ROOF TO EXTERIOR WALLSCALE: NTS MCE NO: GRF301

E.N. TYP

2x rafter at 24"o.c.

per plan TYP, U.N.O.

OPT.

Vert. BLKG

E.N.

H1 required at all drag truss bearing

locations (H10-2 for 2-ply trusses)

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

ROOFFRAMINGDETAILS

300 SERIESSD1-0 PT

SD3.0

318DATE: 02-22-08

317

MFR roof trussLTP4 at 24"o.c.

U.N.O. on plans

Edge nailing


CONT. type sheathing extend from

top of plate to top of parapet, U.N.O.

E.N. in 2x BLKG

6

Stud wall below, w/ sheathing

as required

Roof sheathing per plans

SEE DETAIL FOR INFORMATION NOT SHOWN

AND ALTERNATIVE FRAMING ANCHOR SPACING

SCALE: NTS MCE NO: GRFLT317

TRUSS PERPENDICULARTO EXTERIOR WALL

319DATE: 02-22-08

TRUSS PARALLEL TO EXT. WALL

E.N. Into 2x BLKG

End wall truss w/ drag per plan.

Provide (2) 10d nails thru top and

bottom chord to blocking, TYP

E.N. into end wall truss,

per plan

LTP4 at 24"o.c.

U.N.O. on plans


top of plate to top of truss, U.N.O.

6


Stud wall below,

w/ sheathing as required

Roof truss w/ (2) 10d nails thru top

and bottom chord to BLKG, TYP.


MFR truss BLKG at 48"o.c. (MAX)

8d at 4"o.c. thru sheathing into BLKG

SEE DETAIL FOR ALTERNATIVE FRAMING ANCHOR SPACING317

SCALE: NTS MCE NO: GRFLT312




Stud wall below, w/

sheathing as required

LTP4 at 24"o.c. U.N.O. on plans

Edge nailing


2 rows of E.N. in

(2) 2x BLKG

6

Roof girder truss and connection

to roof jack truss per truss mfr

Roof truss per truss MFR w/

extended end member for parapet



Stud wall below, w/



Edge nailing


2 rows of E.N. in

(2) 2x BLKG

6

CONT type sheathing

at interior face of parapet

6


2x BLKG w/ E.N. into

HORIZ 2x BLKG as shown

E.N. into 2x BLKG

16d sinkers at 6"o.c. at (2) 2x BLKG

Extend 2x truss end member

for roof parapet

Edge nailing (E.N.)

CONT type sheathing


6




E.N. into 2x BLKG

16d sinkers at 6"o.c. at (2) 2x BLKG

Extend 2x truss end member

for roof parapet

Edge nailing (E.N.)

ALLOWABLE FRAMING ANCHOR SUBSTITUTIONS

Framing Anchor Spacing at Spacing at Spacing at Spacing at Spacing at Spacing at

LTP4 (w/ 8dx1-1/2")

48"o.c. 36"o.c. 32"o.c. 24"o.c. 18"o.c. 12"o.c.

A35 (w/ 8dx1-1/2")

44"o.c. 33"o.c. 29"o.c. 22"o.c. 14"o.c. 11"o.c.

LS50 (w/ 10dx1-1/2")

43"o.c. 32"o.c. 28"o.c. 21"o.c. 14"o.c. 10"o.c.

TRUSS or JACK TRUSS w/ CANTILEVERED POP-OUT AT EXTERIOR WALL


Roof jack truss per truss MFR w/

extended end member for parapet

See Detail above for parapet info not shown.

Type shear PNL block per

DETAIL 201 entire length of

stud wall at roof truss, U.N.O.

ALT: MFR truss BLK

6

E.N.E.N.

E.N.

E.N.


Stud wall below, w/



Edge nailing


Roof truss or Roof Jack w/

Cantilevered Pop-out per Truss MFR

JACK TRUSS w/ PARAPET at EXTERIOR WALL

See table below for alternative framing anchor spacing

TRUSS w/ PARAPET AT EXTERIOR WALL

TYP. ROOF TO EXTERIOR WALLSCALE: NTS MCE NO: 023-100-001

Roof Sheathing

Roof Drag Truss per plan w/

LTP4 at 24"o.c. to Top Plate,

UNO (ALT: A35 at 24"o.c.)

8d at 24"o.c. THRU Roof

Sheathing to 2x BLKG

2x4 BLKG w/ (3)16d Sinkers

EA end THRU Truss top chords

MFR Roof Trusses at 24"o.c. MAX

2x4 DIAG. Brace at 8'-0"o.c. w/ A34 to 2x6

Nailer and (5)16d Sinkers to 2x BLKG at top

2x6 Nailer w/ (2)16d Sinkers

at 12"o.c. Install over GYP

GYP., per ARCH. Install over Shear

Wall sheathing , per plans

2x Stud Wall, per plan

Firestop, per ARCH

E.N.

GYP, per ARCH.



U.N.O. (ALT: A35 at 24"o.c.)

8d at 24"o.c. THRU Roof

Sheathing to 2x BLKG

2x4 BLKG w/ (3)16d Sinkers

EA end THRU Truss top chords

MFR Roof Trusses at 24"o.c. MAX



2x6 Nailer w/ (2)16d Sinkers

at 12"o.c. Install over GYP

GYP, per ARCH. Install over Shear



GYP, per ARCH.

ALT: A35

at 24"o.c.

Air Space, per ARCH.

MCE NO: 019-009-320SCALE: NTS DATE: 08-16-2016

TYPICAL PARTYWALL AT ROOF 320

321DATE: 08-08-08

CANTILEVER ROOF TRUSS

CANT'L Roof or

Roof Jack Truss,

by others



Type shear PNL block per DETAIL 201

entire length of stud wall at roof truss, U.N.O.

ALT: MFR truss BLK

CONT type

SHTG & nailing

E.N.

Stud wall below,

shear per plans.

Where occurs

6

E.N. in

2x BLKG

6

2 rows of E.N. in

(2) 2x BLKG

CONT type sheathing


6



E.N. into 2x BLKG


at (2) 2x BLKG

Extended 2x truss

end member

for roof parapet

Edge nailing (E.N.)

(EA side)


SCALE: NTS MCE NO: 023-100-002

TYPICAL CANTILEVER ROOF TRUSSTO EXTERIOR WALL

322DATE: 02-22-08SCALE: NTS MCE NO: 019-009-322

CANTILEVERED POP-OUT

1

1

Cont. 2x6 Nailer

with (2) 3 1/2" SDS

screws at 16" o.c.

2x4 at 16" o.c.

Aligned with

each stud w/

A35 to Nailer

Full height Wall

Full height Wall

RS14 x 12" long

Cant'l joist to blk'g

in wall. Nail every

other hole in strap

2x8 Blk'g

2x8 Cant'l Joist2x8 Cant'l Joist

Cont. 2x8 Rim with

(3) 16d sinker to Joist

(3) 16d sinker

at each stud

STRAP SUPPORT BRACE SUPPORT

Roof Sheathing

SCALE: NTS323

MCE NO: 005-013-323

ROOF & FLOOR AT PARTYWALLDATE: 09-15-2017

MFR Truss Blk'g

or plywwod Blk'g

per DTL 301

Floor Sheathing per DTL

Blocking panel per DTL 401

Sill Plate Nailing per DETAIL

401

Fire rated assembly per

Architectural Plans

MFR Floor Truss per Plan

2x Nailer w/ (2)16d SInkers at 12"o.c.

Roof Sheathing

SCALE: NTS324

MCE NO: 005-013-323

ROOF & FLOOR AT PARTYWALLDATE: 09-15-2017

MFR Roof Truss




401

Fire rated assembly per

Architectural Plans

MFR Floor Truss per Plan


Roof Sheathing



UNO (ALT: A35 at 24"o.c.)



2x6 Nailer w/ (2)16d

Sinkers at 12"o.c.

GYP., per ARCH. Install over Shear



E.N.

Fire rated assembly

per Arch plans

SCALE: NTS326

MCE NO: 005-013-326

ROOF AT PARTYWALLDATE: 09-15-2017

A35 at

24"o.c.

MFR Truss Blk'g

or plywwod Blk'g

per DTL 301

SCALE: NTS325

MCE NO: 005-013-325

NOT USEDDATE: 09-15-2017

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

ROOFFRAMINGDETAILS

300 SERIESSD1-0 PT

SD3.1

STANDARD: TRUSS PERP. TO WALL CONTINUOUS 2x4 RIBBON

ALT: TRUSS PERP. TO WALL w/ SHEAR PANEL BLOCKS OR MFR TRUSS BLOCKS

TRUSS PARALLEL TO WALL


MCE NO: OW401401TYP FLOOR TRUSS TO EXT WALL


301

4

Stud wall below, shear per

plans or dropped beam

Provide sheathing and nailing to match

shear wall above, where occurs.

Otherwise, use type entire length of

wall. ALT: Provide drag truss designed

for 260#/FT and omit sheathing.


Edge Nailing of shear wall below

Lap shear wall sheathing from above

1 3/4" onto ribbon and E.N.

Edge Nailing of

shear wall ABV

Edge Nailing of

shear wall ABV

201

TYP sole plate nailing 16d

sinkers at 8"o.c., U.N.O. by

shear wall schedule detail

Type truss block in first bay at 48"o.c.

w/ (3)16d sinkers into truss VERT on ea side

ALT: MFR truss BLKG w/ A35 to truss vert on EA side

Floor sheathing per DTL 201

(3) 16d sinkers into truss BLKG

Floor truss by others


Boundary nailing per DTL 201

Stud wall above, shear per plans

Floor truss by others

Floor truss

by others



2x flat BLKG w/ (3)16d sinkers to top plate, EA block

CONT. 2x4 ribbon in truss w/

(2)16d sinkers to EA truss

Provide CONT. sheathing and nailing

to match shear wall ABV, where

occurs. Otherwise use type entire

length of wall.

6


Boundary nailing per DTL 201

2x4 BLKG

w/ E.N.

Provide sheathing and nailing to match

shear wall ABV, where occurs.

Otherwise use type shear panel

block per DTL 201 entire length of wall.

6


201




Edge Nailing of

shear wall ABV

16d sinkers at 8"o.c., TYP




6

201








PERPENDICULAR / PARALLEL

PARALLEL / PARALLEL

PERPENDICULAR / PERPENDICULAR

MCE NO: OW403403


Edge Nailing of shear

wall ABV

201

16d sinkers at 8"o.c., U.N.O.

by shear wall schedule DETAIL



LTP4 at 24"o.c.,

U.N.O. on plans

Floor truss

by others

Edge nailing of

shear wall BLW


301

Floor truss

by others

Floor truss

by others

Edge Nailing of

shear wall ABV

4Type shear panel per DETAIL 201

for entire length of floor truss U.N.O .

ALT: Design floor truss for drag load

noted on plans.

6


201




Provide shear panel block w/

nailing to match shear wall

below, where occurs. Otherwise

use type shear panel block

per DTL 201 entire length of wall.

B.N. TYP

16d sinkers

at 8"o.c. TYP

Stud wall below

w/ shear per plans

or Dropped beam

6

Provide shear panel nlock w/

nailing to match shear wall

below, where occurs. Otherwise

use type shear panel block

per DTL 201 entire length of wall.

6

Edge Nailing of shear

wall ABV

201



B.N. TYP

LTP4 at 24"o.c.,

U.N.O. on plans

Edge nailing of

shear wall BLW

LTP4 at 24"o.c.,

U.N.O. on plans

Edge nailing of

shear wall BLW

Stud wall below

w/ shear per plans

or Dropped beam

Stud wall below

w/ shear per plans

or Dropped beam

16d sinkers

at 8"o.c. TYP

16d sinkers

at 8"o.c. TYP

B.N. TYP



SE

E

AR

CH

CANTILEVER DECK

CANTILEVER FLOOR

6

4

MCE NO: OW402402TYP CANTILEVER FLOOR TRUSS



301

Double Edge Nailing



Floor truss

by others

LTP4 at 24"o.c.

U.N.O. on plans

Shear panel block sheathing and

nailing to match shear wall ABV,

where occurs. Otherwise, use type

w/ E.N. per DTL 201 entire length of

wall. ALT: MFR truss block.

Type shear panel and nailing

entire length of cantilevered section

Edge Nailing of

shear wall ABV

201



Floor truss

by others

B.N. TYP

Back nail

W/ E.N.

Edge Nailing of

shear wall ABV

Floor sheathing per plans

201




2x BLK

w/ B.N.

B.N. TYP

E.N. TYP

E.N. TYP

2x4 BLKG

w/ E.N.

CONT 2x6 ribbon per DTL

401

B.N. TYP

Provide blocked diaphragm at all

cantilevered floor areas per DTL 202,

TYP U.N.O.

Stud wall below,

shear per plans

16d sinkers

at 8"o.c., TYP

2x4 flat BLKG

4

LTP4 at 24"o.c.

U.N.O. on plans






Stud wall below,

shear per plans

2x4 flat BLKG

6Type shear panel and nailing



401



TYP U.N.O.

16d sinkers

at 8"o.c., TYP

405

HD: (2) CS14

HD: (1) CS14

HOLDOWN STRAP SCHEDULE

HD

POST (1.) "L" (2.)

NAILING NOTES:

(1) CS14

2x4 16"

(15) 10d EACH END

(2) CS14 4x4 (3.)

16"

(15) 10d EACH END

CMST14

4x4 (4.)

36"

(39) 10d EACH END

CMST12 4x4 44"

(49) 10d EACH END

NOTE:

PROVIDE 4" PLYWOOD FURRING ENTIRE

LENGTH OF HOLDOWN STRAP WHEN

INSTALLED OVER SHEAR PANEL.

OMIT AT BOTTOM AND BACKSIDE OF BEAM.

(TYPICAL FOR ALL) AS REQUIRED.

1. Minimum U.N.O. on plans

2. "L" shall be above sole plate or below framing plate.

3. (2) 2x4 post is acceptable provided (2) rows of edge

nailing is installed at shearwall panels and studs are

stitch nailed together w/ 16d sinkers at 6"o.c.

4. (3) 2x4 post is acceptable provided (3) rows of edge

nailing is installed at shearwall panels and studs are

stitch nailed together w/ 16d sinkers at 6"o.c.

5. All multiple 2x posts shall be stitched nailed

together w/ 16d sinkers at 6"o.c.

HD: (2) CS14

HD: (1) CS14

STRAP DOWN - TRUSSES PARALLEL STRAP DOWN - TRUSSES PERPENDICULAR

2x flat blocking between trusses

at bottom chord

Provide MIN 1 5/8" end

distance (TYP)

STRAP AT DROP BEAM - TRUSSES PERP.

2x flat blocking between trusses at

bottom chord

STRAP AT DROP BEAM - TRUSSES PARALLEL

STRAP AT HEADER- TRUSSES PARALLEL

TRUSSES

PERPENDICULAR

STRAP AT FLUSH BEAM

Provide MIN 1 5/8"

end distance (TYP)

Provide MIN 1 5/8"

end distance (TYP)

to start of nailing

401

MCE NO: OW405

TYPICAL STRAP HOLDOWN DETAILS AT UPPER FLOORSSCALE: NTS DATE: 03-05-08

Provide DBL 2x flat backing

behind strap see detail

NOT acceptable

to cut strap short

Floor trusses w/ notch in end of

top chord for CONT. ribbon install

Floor sheathing

per DTL 201.

Sole plate

2x6 cont. Ribbon

per DTL 401

Holdown post

Floor sheathing

per DTL 201.

Sole plate

Holdown post

NOT acceptable

to cut strap short

2x6 CONT Ribbon

per DTL 401

Sole plate

Floor sheathing

per DTL 201.

Floor trusses w/ notch in end of

top chord for CONT. ribbon install

Holdown post

Holdown post

Provide DBL 2x flat

backing behind strap.

Double top plate

Double top plate

Floor truss w/ shear, provide

2x backing for strap nailing

Floor sheathing

per DTL 201.

Sole plate

Holdown post

Floor truss w/ shear,

provide 2x backing

for strap nailing

Trimmer per plan

Equal number straps

top and bottom

Holdown strap.

King stud per plan

Cont. Ribbon per DTL 401

Provide DBL 2x flat backing

behind strap

Double top plate

Floor sheathing

per DTL 201.

Sole plate

Header see plans

Holdown post to

match post ABV

Equal number straps

top and bottom

Floor truss w/ sheathing

per DTL 401. Provide 2x

backing for strap nailing

Holdown strap

Holdown post.

Wrap strap around

header as required.

(4x8 min header)

Floor sheathing

per DTL 201.

Sole plate

Holdown post

Floor GT or flush BM per plan

NOT acceptable

to cut strap short

HD: CMST14

Holdown post

or CMST12

HD: CMST14

or CMST12

SINGLE CS14 OVER

PARALLEL TRUSS ONLY

Floor sheathing

per DTL 201.

Sole plate

Provide 2x backing in

truss for strap nailing

Single CS14 to truss, see plan

for Up/Down load

PARALLEL NON SHEAR/NON BRG WALL

OFFSET FROM TRUSSES

PARALLEL SHEAR/ BEARING WALL

ALIGNED w/ TRUSSES / FLUSH BEAM

PERPENDICULAR SHEAR/ BEARING WALL TO TRUSSES

6 4

3 2 1

MCE NO: OW406406TYP INTERIOR WALL TO TRUSS


Floor B.N. w/ 2x flat BLKG below

type and shear wall and 4x

flat BLKG at type , and

shear walls. Use Z clips as required.

Floor truss per plan

2x plate w/ 16d sinkers at

8"o.c. U.N.O., by shearwall

schedule per DTL

Align floor truss/

flush beam

2x plate w/

(2)16d sinkers at

16"o.c. to flat 2x4

2x4 (FLAT) at 16"o.c.

w/ Z2 clip EA end

Shear wall w/ E.N.

(Where occurs)

2x plate w/ 16d sinkers at

8"o.c. U.N.O., by shearwall

schedule per DTL 201

201

" L2 " per

DTL 207

" L1 " per

DTL 207

72" (MIN)

10d every other hole

" L1 " per

DTL 207

TRUSSES PERPENDICULAR TO STRAP

DRAG TRUSS PARALLEL TO STRAP

NOTE:

AT (2) CS14's USE 2 PLY MFR TRUSS BLKG OR PANEL BLOCKS

MCE NO: OW407407DRAG CONNECTION


Edge nailing, TYP

Blocking panel per DTL

Blocking panel per DTL

Truss, TYP


for extent of strap beyond wall.

(3 bays MIN)

Stud wall below, shear per plans

Strap per plans and DTL

Drag truss per plan

Edge nailing, TYP

CS14 strap

U.N.O. on plans

403

403

207

TOP FLUSH BEAM OR FLOOR GIRDER TRUSS

BOTTOM FLUSH BEAM IN TRUSS POCKET

MCE NO: OW404404TYPICAL FLUSH BEAM DETAILS


MFR truss at

parallel condition

Top chord bearing floor truss per MFR

ALT: use hangers per table on SN1

Hangers per table on SN1

ALT: use THA422

MFR truss at

parallel condition

Edge nailing of shear wall ABV

2x plate w/ 16d sinkers at 8"o.c.

to beam, U.N.O. on plans by

shear wall schedule DETAIL

Top flush beam or floor girder truss

Flush beam

(pocketed into truss)

201



B.N. TYP

Extend sheathing and E.N. to BM/

GT when floor trusses occur on

one side only, where occurs.

Trusses may occur on both sides of

Top Flush BM (Shown as dashed)

Trusses may occur on both sides of

Top Flush BM (Shown as dashed)

MFR truss at

parallel condition



Extend sheathing and E.N. to

BM when floor trusses occur on

one side only, where occurs.

MFR truss at

parallel condition

Edge nailing of shear wall ABV

2x plate w/ 16d sinkers at 8"o.c.

to beam, U.N.O. on plans by

shear wall schedule DETAIL201

B.N. TYP

2x fill as required per Truss MFR

"L2"

Per DTL 207

BM

Width

"L2"

Per DTL 207

AT OFFSET TRUSS

ALIGNED TRUSSES AT BEAM

Refer to detail

for info not shown

408SCALE: NTS

DRAG TRUSS TO DRAG TRUSSCONNECTION

404

MCE NO: OW408 DATE: 03-12-08

"L2"

Per DTL 207

Wall

Width

"L2"

Per DTL 207

Strap per plan.

Use CS14 U.N.O.

ALT location of CS14, U.N.O.

provide 48" 2x scab w/

(17) 16d sinkers as REQ'D

Refer to detail

for info not shown

403

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

OPEN-WEBFLOOR TRUSS

DETAILS

400 SERIESSD4-OW-FLR-TRS

SD4.0

"

d

"

M

I

N

"

d

"

M

I

N

ALT: TOP PLATE MAY BE

DROPPED TO ALLOW FOR

TRUSSES PER DETAIL

"

d

"

M

I

N

"

d

"

M

I

N

"

d

"

M

I

N

STRINGER SCHEDULE (14 PSF DL / 100 PSF LL)

MAX STRINGER RUN

(NOTE 1)

#

PRODUCT "d" COMMENTS

7'-0" 3 2x14 DFL#2 7 -

8'-0" 4 2x14 DFL#2 7 SEE NOTE 2

10'-0" 2 1-3/4x14 EWB 7-7/8 SEE NOTE 3

11'-8" 3 1-3/4x14 EWB 7-7/8 -

13'-0" 4 1-3/4x14 EWB 7-7/8 SEE NOTE 2

Note:

1. Stringer run is the horizontal dimension between stairway supports.

2. (1) two-ply stringer centered on tread width may replace (2) interior evenly spaced stringers.

3. For use at 36" tread width only

Beam/ G.T. / Wall per plan

Stringer

per schedule

2x pressure treated plate

w/ HILTI DS72 shot pins w/

14 ga. washers at 16"o.c.

A35 EA side

2x10 ledger w/ (4) 16d sinkers

to EA. stud/ truss VERT

ALT location of Beam/ G.T./ Wall

ALT location of A35 EA side

Floor sheathing

A35 EA side

Stringer

per schedule

Beam/ G.T./ Wall per plan

A35 EA side

Stringer

per schedule

ALT location of

Beam/ G.T. / Wall and

floor sheathing

Floor sheathing

A35 EA side

Floor sheathing

per plan

ALT location of Beam/ G.T.

and floor sheathing

Flush beam or G.T. per plan

(2) 2x top plate

Floor sheathing

per plan

ALT location of

top plate and

floor sheathing

Header

(where occurs)

Stringer

per schedule

Stringer

per schedule

401

MCE NO: ST409409STAIR FRAMING


NOTE:

REFER TO DETAIL FOR ADDITIONAL INFORMATION401

MCE NO: OW410410TYP DECK TRUSS TO EXT WALL



Edge nailing

Deck truss

2x10 ledger w/ (3) rows of

1/4"x4 1/2" SDS screws

into each truss end

(24"o.c., MAX)

2x

BLKG

2x BLKG

Edge nailing Deck truss

HGR per SN1, UNO

2x10 ledger w/ (3) rows of

1/4"x4 1/2" SDS screws into

each truss VERT member.

(24"o.c., MAX)

Provide vertical members at 24"o.c. (MAX)


HGR per SN1, UNO

4

12

DO NOT OVERCUT BEAM

DWG NAME: OW411411

SCALE: NTS

FLUSH BEAM NOTCH AT LOW ROOFCONDITION (WHERE OCCURS)

DATE: 10-08-08

Roof trusses or rafters beyond

Flush beam per plans

Roof slope per ARCH. Plans.

Min.

Notch top of beam

to fit within roof

Minimum depth

noted on plans

DWG NAME: 020-011-001SCALE: NTS

CANTILEVER FLOOR TRUSS/ROOF AT COVERED PATIO

DATE: 10-28-09

Roof Sheathing

2x4 nailer w/ (2) 16d Sinkers

EA truss end (Where occurs)

B.N.

See Detail for information

not shown

402

Roof Truss,

per MFR

2x6 nailer w/

(2) 16d Sinkers EA stud

HGR per

TRS MFR

T.N. U.N.O. by

Truss MFR

412

NOTE:

REFER TO DETAIL FOR ADDITIONAL INFORMATION401

MCE NO: 020-013-001

ROOF RAFTER TO EXT WALLSCALE: NTS DATE: 11-11-09


2x

BLKG

2x4 Ledger w/ (2) 16d

Sinkers at 16"o.c.

Provide vertical members

at 24"o.c. (MAX)


2x4 Ceiling Joist

at 24"o.c.

Rafter per plan

Overhang,

Where Occurs

See DETAIL 301


Sinkers at 16"o.c.

B.N.


Sinkers at 16"o.c.

2x4 Ceiling Joist

at 24"o.c.

Rafter per plan

Overhang,

Where Occurs

See DETAIL 301


Sinkers at 16"o.c.

B.N.

413


BLOCKING PANELS AT UP/DOWN LOAD

4

Type truss block in first bay at 48"o.c.

w/ (3)16d sinkers into truss VERT on ea side

Second Story Holdown

Strap per Plan. Wrap around

bottom of Blocking Panel

Align 2x4 inside

Blocking Panel with

Holdown Straps

(5) 3 1/2" SDS Screws into

Vertical Truss Web for single

holdown strap. (8) 3 1/2" SDS

Screws into Vertical Truss

Web for double holdown

strap

414


LOW ROOF AT TALL WALLMCE NO: 019-006-415

Full Height wall: 2x6 at

12" o.c. DFL-#2 unless

noted otherwise on plan

Align 2x blk'g with roof

deck at adjacent low roof

RS14 x 48" long at drag

truss bottom chord to blk'g

in tall wall aligned with

drag truss bottom chord.

Center strap at end of

Floor G.T.

Shear wall extended to

DBL Blk'g aligned with DBL

top plate at 10'-0" tall wall

Low Roof Truss installed

against tall wall studs. Nail to

blk'g in wall with 16d at 6" o.c.

E.N.

Roof Sheathing

per DTL 201

415

E.N.


LOW ROOF AT TALLER WALL

Stop ledger at G.T.

bearing. Install solid

studs under G.T. Block

each side of truss

E.N.

LOW ROOF TRUSS AT FULL

HEIGHT WALL

LOW ROOF GIRDER TRUSS

AT FULL HEIGHT WALL

2x8 ledger with (5) 16d

sinkers at 12" o.c.

LUS26 HGR

2x Blk'g

Low Roof Truss

Full height wall per plan

2x Blk'g

Low Roof Truss

Full height wall per plan

ALTERNATE CONSTRUCTION:

LEDGER MAY BE ELIMINATED, LOW ROOF TRUSS MAY BEAR ON

WALL AND PONYWALL MAY BE CONSTRUCTED PER DTL 315

416

SCALE: NTS417

MCE NO: 019-008-417 DATE: 8-1-16

317

MFR Roof/Floor

Combo Truss per Plan

Blk'g Panel

Roof Sheathing

per DTL 201

Floor Sheathing

per DTL 201

TYP sole plate nailing

16d sinkers at 8"o.c.,

U.N.O. by shear wall

schedule DTL 201

COMBINATION TRUSS AT FLAT LOW ROOF

SCALE: NTS419

MCE NO: 019-009-419 DATE: 08-16-2016

FLUSH TOP FLOOR BEAM AT LOW ROOF

TOP PLATE

9'-1" (per Arch)

Floor Sheathing per DTL201

E.N.

E.N.

Roof Sheathing

per DTL .

201

MFR Floor Trusses

per Plan with MSH418

Beam per Plan

201




Blk'g aligned with roof slope

2x4 Nailer w/ 16d

sinker at 16" o.c. to

match roof slope

ALT: MFR Roof

Truss against beam

2x4 Nailer w/ 16d

sinker at 16" o.c. at

ceiling line

ALT: MFR Roof

Truss against beam

MFR

Roof

Truss

SCALE: NTS421

MCE NO: 019-009-421 DATE: 08-16-2016

BEAM AT CANTILEVERED FLOOR

422TYP CANTILEVER POP-OUTSCALE: NTS DATE: 08-16-10

Stud wall

MCE NO: 020-019-415

1

1

2x4 at 16" o.c. Aligned

with each stud w/ A35

to Nailer

Cont. 2x6 with (2) 3 1/2"



(3) 16D sinkers.

2x4 at 16" o.c.

2x Blk

A35 ea 2x4 to plate

2x Blk

1

1

WINDOW SEAT ARCHITECTURAL FEATURE

420TYPICAL PARTYWALL AT FLOOR FRAMINGMCE NO: 019-009-420 DATE: 8-16-16

MFR Floof

Trusses at

24"o.c. MAX


Floor Drag Truss aligned o/

wall w/ LTP4 at 24"o.c., U.N.O.

E.N.

B.N.


401

Firestop, per ARCH.

GYP., per ARCH. Install over

Shear Wall sheathing

2x Stud Wall, w/ (2)2x Top Plate

and (1)2x Sill Plate

Firestop, per ARCH.

2x Stud Wall, w/ (2)2x Top Plate

and (1)2x Sill Plate



Shearwall , where occurs.

Continue up to Floor Sheathing


Truss Blk per DETAIL at 48"o.c..

Install over Shearwall and GYP.

401

16d Sinkers at 6"o.c.,TYP Truss to Plate


Floor Sheathing per DTL .

Floor Drag Truss aligned o/

wall w/ LTP4 at 24"o.c., U.N.O.

E.N.

B.N.


401

GYP, per ARCH. Install over


2x Stud Wall, w/ (2)2x Top

Plate and (1)2x Sill Plate

2x Stud Wall, w/ (2)2x Top

Plate and (1)2x Sill Plate




Continue up to Floor Sheathing


Truss Block per DETAIL at

8"o.c. Install over Shearwall and GYP

401

16d Sinkers at 6"o.c.,TYP Truss to Plate.


Air Space, per ARCH.

201

MFR Floof Trusses

at 24"o.c. MAX

201

SCALE: NTS

6

4


301

Double Edge Nailing



Floor truss

by others

LTP4 at 24"o.c.

U.N.O. on plans






Type shear panel and nailing


Edge Nailing of

shear wall ABV

201



E.N. TYP

2x4 BLKG

w/ E.N.


401

B.N. TYP



TYP U.N.O.

Beam per plans.

Refer to DTL 418

for beam to column

connection

16d sinkers

at 8"o.c., TYP

2x4 flat BLKG

DATE: 08-15-11

STEEL COLUMN TO WOOD BEAMSCALE: NTS MCE NO: 023-305-327

Center splice at

center of column

where occurs

3/16

CCOQ Column

Cap per Plan

HSS 4x4x3/8 Column

unless noted

otherwise per plan

Wood Beam

per Plan

418

Job No:

SHEET NUMBER


Drawn By: DS

File Name:

No: Revision: Date:


Montgomery

Project N

am

e:

Sheet Description:

Architect:

Ow

ner/ D

eveloper:

CIT

Y O

F H

END

ERSO

N, N

V

Stamp:

Project Location:

052-002

COPYRIGHT ©


Las Vegas, NV 89147

PHONE: (702) 219-5656

FAX: (877) 509-1775

OPA

DES

IGN

STU

DIO

, IN

C.

email:

phone:

Contact:

EDM

[email protected]

(702) 219-5656

Elicia Montgomery

NF

-

S

T

N

L

A

N

OI

S

E

S

E

EXP 06/30/19

A

P

O

R

No. 17863

F

CIVIL

R

EE

NI

G

D

A

V

E

O

E

T

A

Project Engineer:

11-29-2018

51 E

. TEX

AS

AV

ENU

E 6-

PLEX

BID SET NOT FOR

CONSTRUCTION

PRINTED 7-19-19

OPEN-WEBFLOOR TRUSS

DETAILS

400 SERIESSD4-OW-FLR-TRS

SD4.1

bid set not forconstructionprinted 7-19-19 · 2019. 8. 2. · 9" minimum. smooth wire fabric...

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