HomeMy WebLinkAboutB14-0429_S1.1_1461015960.pdfSTRUCTURAL DESIGN CRITERIA:
1. These General Structural Notes apply to these Structural Drawings and supplement the project
Specifications. Refer to the Project Manual for additional requirements.
2. This project is located in Vail, Eagle County, Colorado and has been designed in accordance with the
2012 Edition of the International Residential Code (including applicable amendments and supplements).
3. Design Loads:
A. Roof Live Load: Uniform Snow 90 psf
B. Floor Live Loads: Residential 40 psf
Light Storage 125 psf
Mechanical Room Areas 50 psf
Stairs & Corridors 100 psf
Balconies & Decks 100 psf
C. Wind Analysis: Basic Wind Speed 90 mph (3-second gust)
Exposure 'C'
D. Seismic Analysis: Seismic Design Category 'C'
E. Frost / Fdn. Depth: 48" minimum below exterior ground surface to
bottom of footing elevation
4. Structural Design References:
American Concrete Institute (ACI); ACI 301, ACI 318, ACI 530
American Institute of Steel Construction (AISC); ASD 9th Edition
American Institute of Timber Construction (AITC); 4th Edition
American Iron and Steel Institute (AISI)
American Plywood Association (APA)
American Society of Civil Engineers (ASCE); ASCE 7
American Society for Testing and Materials (ASTM)
American Welding Society (AWS)
National Design Specification for Wood Construction (NDS)
International Residential Code (IRC)
COORDINATION:
1. Dimensions:
Written dimensions take precedence over scaled dimensions. All dimensions noted within the Structural
Drawings shall be verified with the Architectural Drawings. Refer to Mechanical, Electrical, Plumbing,
and Architectural Drawings for openings not noted within the Structural Drawings. Any dimensional
discrepancies shall be noted in writing for review by the Architect and Structural Engineer.
2. Shop Drawings:
Shop drawings shall be prepared by the fabricator. Copying of these Construction Documents for use as
shop drawings will not be permitted.
3. Field Verification:
The Contractor shall verify existing conditions prior to commencement of work, and shall notify the
Architect and Structural Engineer for any interpretation or clarification.
4. Field Modifications to Structural Members:
The Contractor is responsible for securing the Architect's and Structural Engineer's approval prior to any
cutting, notching, drilling or other modifications which may affect the integrity of the structure. When
such modifications have been approved, they are to be completed in accordance with applicable building
codes and manufacturer's instructions.
5. Duty of Cooperation:
Issuance of these documents presupposes further cooperation among the Owner, Contractor, Architect
and Structural Engineer. Building design and construction are complex, and every contingency cannot be
anticipated. Although the Structural Engineer(s) have performed their services with due care and
diligence, they cannot guarantee perfection. Any ambiguity or discrepancy discovered through the use of
these documents shall be promptly reported to the Architect and Structural Engineer for further
clarification. Failure to do so may compound misinterpretation and increase construction costs, and such
failure shall relieve the Structural Engineer of responsibility from consequences which may arise.
6. Changes to the Work:
Substitution of noted structural products or "approved equivalent" products will be acceptable only with
the written approval of the Structural Engineer. Changes to the Contract Documents made without
approval are unauthorized and shall relieve the Structural Engineer of responsibility from consequences
which may arise.
7. Jobsite Safety:
These drawings do not include the necessary components for construction safety. The General Contractor
shall provide for the jobsite safety of all personnel, work, materials, utilities, equipment and adjacent
properties in accordance with accepted codes, regulations and industry practices.
A. BOLT
ARCH.
B.O.
BCI
BRG.
C
C.J.
CMU
CONC.
CONT.
CTR.
DIA.
DL
EXP.
EXT.
F.O.
F.S.
FDN.
FT.
GL
H.A.S.
HORIZ.; H.
HSS
IN.
INT.
JT.
KIP
klf
ksf
ksi
ANCHOR BOLT
ARCHITECTURAL
BOTTOM OF
I-JOIST (BOISE CASCADE)
BEARING
CHANNEL (AISC)
CONTROL JOINT
CONCRETE MASONRY UNIT
CONCRETE
CONTINUOUS
CENTER
DIAMETER
DEAD LOAD
EXPANSION
EXTERIOR
FACE OF
FAR SIDE
FOUNDATION
FEET
GLU-LAMINATED MEMBER
HEADED ANCHOR STUD
HORIZONTAL
HOLLOW STEEL SECTION
INCHES
INTERIOR
JOINT
1,000 POUNDS
KIPS PER LINEAL FOOT
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
L
LBS.
LL
LVL
MAX.
MC
MIN.
N.S.
o.c.
plf
psf
psi
PRE-ENG.
PROJ.
RE:
REINF.
REV.
SL
STD.
T&G
T.O.
TS
TYP.
VERT.; V.
W
W.W.F.
WL
WT
ANGLE (AISC)
POUNDS
DOUBLE ANGLE (AISC)
LAMINATED VENEER LUMBER
MAXIMUM
MISC. CHANNEL (AISC)
MINIMUM
NEAR SIDE
ON-CENTER SPACING
POUNDS PER LINEAL FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PRE-ENGINEERED MEMBER
PROJECTED
REFERENCE; REFER TO
REINFORCE (MENT)
REVISION
SNOW LOAD
STANDARD
TONGUE AND GROOVE
TOP OF
TUBE STEEL (AISC)
TYPICAL
VERTICAL
WIDE FLANGE (AISC)
WELDED WIRE FABRIC
WIND LOAD
TEE SECTION (AISC)
STRUCTURAL CONCRETE:
1. Concrete has been designed and shall be constructed in accordance with the American Concrete
Institute (ACI). Refer to the "Field Observations" paragraph of these General Structural Notes for
observation requirements. All concrete shall be of stone aggregate, unless noted otherwise. Refer to the
Project Manual and Specifications for additional requirements (durability, color, finish, etc.). The use of
any concrete additive containing chlorides is prohibited.
2. Minimum 28-day compressive strength shall be as follows:
A. Foundation Walls 3,000 psi
B. Footings 3,000 psi
C. Slabs on Grade 4,000 psi
D. Topping Slabs 4,000 psi
E. All other concrete 3,000 psi
3. Reinforcing is to be new billet steel ASTM A615 Grade 60 (field bent or welded bars shall be ASTM
A706, Grade 60). No welding of reinforcement is permitted unless detailed. No splices of reinforcement
are permitted except as detailed or authorized by Structural Engineer. Provide corner and bars to match
all horizontal reinforcing. Provide minimum (2)#5 bars around all sides of all openings in
concrete and extend 2'-0" minimum past edges of openings. Where permitted, use contact lap
splices (40 bar diameters minimum lap). Welded wire fabric (W.W.F.) shall be in accordance with ASTM
A185. Provide a minimum (1) full mesh lap at splice locations.
4. Placing of Reinforcement: Form ties are to be used for bar supports only when the clear dimensions
shown on the details can be maintained. Provide wire chairs, bolsters, additional reinforcement, and
accessories necessary to support reinforcement at position shown in the Structural Drawings. Support of
reinforcement on wood, brick, or other unacceptable material will not be permitted.
5. The following minimum concrete cover over reinforcing shall be provided unless noted otherwise:
A. Concrete cast against and permanently exposed to earth 3 inches
B. Concrete exposed to earth or weather (#6 bars and larger) 2 inches
C. Concrete exposed to earth or weather (#5 bars and smaller) 1-½ inches
D. Concrete not exposed to earth or weather ¾ inch
E. Piers, Beams and Columns 1-½ inches
STRUCTURAL STEEL:
1. Structural steel, including embedded angles, plates or other sections has been designed and shall be
detailed and erected in accordance with the American Institute of Steel Construction (AISC), ASD
Specifications and Code of Standard Practice. Steel detailing and erection shall accommodate provisions
of AISC and OSHA standards (including OSHA Steel Erection Standard Part 1926, Subpart "R").
2. Minimum yield strengths (Fy) are 35 ksi for pipes (ASTM A53, Grade B), 46 ksi for tubes (ASTM A500,
Grade B), 50 ksi for wide flange members (ASTM A572, Grade 50), and 36 ksi for all others (ASTM A36).
3. Connections:
Use standard framed beam connections meeting requirements of the AISC Manual of Steel Construction
(ASD). Use 3/4" diameter minimum A325N bolts or welded equivalent. Minimum welds are per AISC,
and not less than 3/16" continuous fillet using E70XX electrodes (unless noted otherwise). Welding of
rebar anchors to angles or plates shall be completed to develop a minimum 150% of the yield strength of
the reinforcing bar. Headed stud anchors shall conform to AWS D1.1 and shall be automatically end
welded in the shop (unless noted otherwise). See specifications for testing requirements.
STRUCTURAL TIMBER:
1. Structural Timber has been designed and shall be constructed in conformance with provisions of the
NDS Specification for Stress Grade Lumber and its Fastenings. The Contractor shall not cut, notch, or
otherwise modify timber members without the written consent of the Structural engineer. Provide
cross-bridging at 8'-0"o.c. maximum, and provide solid blocking between joists at all bearing supports.
2. Framing Lumber (minimum requirements) shall be as follows:
A. Wall Studs Hem-Fir (HF) Construction Grade
B. Floor Joists (2x members) Hem-Fir (HF) #2 Grade or Better
C. Floor Beams Douglas-Fir (DF) #1 Grade Beam & Stringer
D. Roof Rafters (2x members) Hem-Fir (HF) #2 Grade or Better
E. Roof Beams Douglas-Fir (DF) #1 Grade Beam & Stringer
F. Posts / Columns Douglas-Fir (DF) #1 Grade Post & Timber
G. T&G Wood Decking Douglas-Fir (DF) Commercial Grade
3. Wall, roof, and floor sheathing shall meet the minimum requirements of the APA and AITC. Provide
thicknesses and fasten to framing members as noted in the Structural Drawings. Panels are to be oriented
to span along their strong axis, and all panel joints are to be staggered.
4. Pre-fabricated structural connectors shall be as manufactured by Simpson Strong-Tie Company;
Pleasanton, California or approved equivalent.
5. I-joists (BCI) shall be as manufactured by Boise Cascade Corporation or approved equivalent. Provide
member size and series as noted in the Structural Drawings. Refer to the Manufacturer Installation Guide
for further construction requirements.
STRUCTURAL TIMBER (CONT.):
6. Laminated Veneer Lumber (LVL) shall be as manufactured by Boise Cascade Corporation or approved
equivalent. Provide member size as noted in the Structural Drawings (Fb = 2,800 psi minimum). Refer
to the Manufacturer Installation Guide for further construction requirements.
7. Glue-Laminated (GL) members shall Visually Graded Western Species, conforming to combination
24F-V4 (multiple span beams shall be 24F-V8) strength and stiffness requirements, unless otherwise
noted. Ship members to the jobsite stored in manufacturer's protective wrapping. Refer to Architectural
drawings for appearance grade requirements.
8. Pre-Engineered wood floor trusses shall be designed by a registered Professional Engineer licensed in
the State of Colorado. Calculated live load deflections of all trusses shall not exceed 1/480 of the span
length. Shop drawings and calculations bearing the seal and signature of the design engineer shall be
submitted for the review of the Structural Engineer. These submittals shall indicate the design loads,
locations of all trusses, connection plate sizes and capacities, and the size and grade of lumber to be used.
Shop drawing review by the Structural Engineer must be completed prior to truss fabrication. The truss
manufacturer shall indicate and provide blocking at bearing locations and lateral bridging as required for
truss stability.
9. Pre-Engineered wood roof trusses shall be designed by a registered Professional Engineer licensed in
the State of Colorado. Calculated live load deflections of all trusses shall not exceed 1/240 of the span
length. Shop drawings and calculations bearing the seal and signature of the design engineer shall be
submitted for the review of the Structural Engineer. These submittals shall indicate the design loads,
locations of all trusses, connection plate sizes and capacities, and the size and grade of lumber to be used.
Shop drawing review by the Structural Engineer must be completed prior to truss fabrication. The truss
manufacturer shall indicate and provide blocking at bearing locations and lateral bridging as required for
truss stability.
10. Tongue and Groove (T&G) Wood Decking shall be installed with tongues oriented upslope on sloped
roofs. It shall be laid with patterned faces down and exposed on the underside. Controlled random lay-up
shall be provided with a minimum distance of two feet between end joints in adjacent rows. Each row
shall be toe-nailed through the tongue and face nailed with one nail to each support. Provide 16d nails for
2" nominal decking and 40d toe-nails and 60d face-nails for 3" and 4" nominal decking. Spike rows
together with 8" spikes at 30" o.c. through pre-drilled holes in 3" and 4" nominal decking.
FOUNDATIONS:
1. The structure shall be founded upon spread footings placed upon APPROVED undisturbed natural soils
or compacted structural fill with a maximum allowable bearing pressure of 1,000 psf.
2. Retaining walls have been designed in accordance with the following design values:
A. Coefficient of Friction 0.50
B. Lateral Earth Pressure 60 pcf
C. Passive Pressure 350 pcf
3. Refer to Geotechnical Report #14-2968, dated 10-01-2014, prepared by LKP
Engineering, Inc.; Edwards, Colorado for other pertinent soils information. The
Contractor shall be fully familiar with all aspects of the report before beginning
construction and shall refer to the report for specifications and details for placement of
structural fill, gravel layers, perimeter drains, and any other soils related items.
The Soils Engineer shall review all foundation excavations prior to the placement of
formwork or reinforcement. All structural fill shall be observed and tested by the Soils
Engineer during the grading and fill placement process.
FIELD OBSERVATIONS:
1. The Contractor shall inform the Structural Engineer at least 72 hours prior to casting any concrete so as
to allow the Structural Engineer the opportunity to review the placement of reinforcement and
embedments.
Contact Sundquist Design Group, Inc. at (303) 838-2222.
SPECIAL INSPECTIONS:
1. It is the responsibility of the Contractor to coordinate all structural inspections as required by
governing building codes and the Construction Documents. A qualified independent testing company is
to provide Special Inspections for portions of the Work, as indicated in the Construction Documents and
as required by local jurisdictions. The Special Inspector shall be responsible for completing, maintaining,
and resubmitting all special inspection logs and forms required by Local Building Officials.
2. Special Inspections must include (but are not limited to) the following:
A. Placement of cast-in-place foundation reinforcement (ACI 318; IRC 1913)
B. Compliance of embedded mechanical anchors (IRC 1911)
C. Field Welding of Structural Steel (AWS D1.1)
D. Field Bolting of Structural Steel (AISC 360; IRC 1704)
E. Attachments of exterior roof and shearwall sheathing
S1.1
Title
Sundquist
Standard Details
General Notes and
SDG
JDS
Date
Checked By
Drawn By
SDG Project No.
Date Issue
Progress Set
14-073
10/09/14
11/30/2014
Progress Set
10/17/14
Construction
10/20/14
Revisions # 1
11/30/14
1
04/18/16