HomeMy WebLinkAboutS401 General Notes and Abbreviations010000 GENERAL NOTES
G1. Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads.
G2. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall
govern. Contractor shall bring all discrepancies to the attention of the engineer immediately.
G3. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify
engineer/architect immediately for modification of drawings.
G4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural,
mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all
required materials and work may not be indicated. It is the contractor's responsibility to coordinate these
drawings with all other construction documents. Refer to architectural drawings for all dimensions not
shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated
in the structural drawings. The respective contractor shall verify their work with all other disciplines.
G5. The contract documents represent the structure only. They do not indicate the method of construction.
The contractor shall provide all measures necessary to protect the structure during construction. Such
measures shall include, but not limited to, bracing, shoring, underpinning, etc. the Engineer of Record is
not responsible for the contractor's means, methods, techniques, sequences or safety procedures during
construction.
G6. Notes and details shall take precedence over general structural notes. Where no details or sections are
shown, construction shall conform to similar work on the project. Typical sections and details may not be
cut on the plans, but apply unless noted otherwise.
G7. Provisions for future expansion:
Vertical: None
Horizontal: None
010003 SPRINKLER, MECHANICAL & ELECTRICAL ASSUMPTIONS
SME1. Final sprinkler, mechanical and electrical design, layout and loads are not included in this set of
drawings.
SME2. Assumed hanging area loads on roof structure:
Sprinkler: 2 psf. Does not include loads for sprinkler mains.
Mech. & Elec.: 4 psf. Does not include loads for roof top equipment.
SME3. Verify with contractor if allowance is required.
014000 DELEGATED DESIGN REQUIREMENTS
SSE1.A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the
structural design of the following products and systems complying with specific performance and design
criteria indicated.
1. Steel Joists, joist girders, bridging and accessories.
2. Structural Steel Connections, except as shown on drawings.
AISC Option 2 (Detailer): Simple shear connections.
AISC Option 3 (SSE): All other connections not shown.
3. Cold-Formed Steel CFS wall studs, CFS floor joists and accessories.
4. Stairs and railings.
5. Sprinkler supports and required loading.
020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES
SF1. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer
and project specifications.
SF2. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or
artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM
D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No.
200 sieve.
SF3. Slabs shall be placed on compacted, free-draining, frost-free drainage course. Drainage Course:
Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448;
coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent
passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor
maximum dry density (ASTM-D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility
trenches and excavations under the foundations or slabs shall meet the same requirements. See soils
investigation report for further recommendations.
SF4. Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not
indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design
soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before
bidding, to assess the extent of excavation and compaction that may be required to meet the design
criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and
to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the
architect/engineer verifying that all foundations were placed on a material capable of sustaining the
design bearing pressures.
SF5. If dewatering is required, sumps shall not be placed within the foundation excavation.
SF6. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical.
Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations.
SF7. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings.
SF8. Shallow foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2"
to the width and length of all foundations.
SF9. The bottom of all foundations shall be a minimum of local frost depth below final grade.
033000 CAST-IN-PLACE CONCRETE NOTES
RC1. All concrete shall have the following 28 day compressive strengths:
STRENGTH LOCATION
3000 psi-0% AE All foundations and footings
4000 psi-6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing
4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete
RC2. All reinforcing shall conform to the following concrete cover:
COVER LOCATION
3" Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench
Footings: All surfaces; All concrete cast against soil
2" Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete
1 1/2" Interior beams & columns: All surfaces; All concrete not exposed to weather or in contact
with ground
3/4" Interior slabs, Walls & joists
RC3. Welded Wire Reinforcement (WWR) for slabs and fill for metal deck shall be placed in the upper-third of the
slab or fill. See details.
RC4. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI
MSP-1.
RC5. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to
ASTM A-615, Grade 60.
RC6. Chamfer edges of exposed concrete 3/4", unless noted otherwise.
RC7. Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days
operation. Break 1 at 7 days, 2 at 28 days and retain spare.
RC8. All welded wire fabric shall conform to ASTM A1064, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8".
RC9. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is
solely responsible for the design and construction of all formwork, falsework and shoring.
RC10.Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete.
RC11.Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the
width, length & thickness of all foundations.
RC12.Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications.
Include manufacturer's recommended adhesive or pressure-sensitive joint tape.
RC13.Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form,
complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard.
RC14.Adhesive Anchors and Adhesives Used for Reinforcing Anchorage:
1.The adhesive anchor system used for post-installed anchorage to concrete shall conform to the
requirements of the most recently published ACI 355.4.
2.Adhesive anchors indicated are the Basis-of-Design. Approved equal meeting ACI 355.4 is permitted.
3.Bulk-mixed adhesives are not permitted.
4.Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to.
5.Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors.
6.Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel
certified by the ACI/CRSI Adhesive Anchor Installer Certification program.
7.Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continuously inspected
during installation by an inspector specially approved for that purpose.
RC15.Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II,
nonredispersible, acrylic emulsion or styrene butadiene.
042000 MASONRY AND REINFORCED MASONRY NOTES
M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area
of the unit. Specified design compressive strength of masonry shall be f'm = 2000 p.s.i. All units for
exterior walls, load-bearing walls and shear walls shall be normal weight block.
M2. All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall
not be used for grouting cores or filling bond beams.
M3. All block shall be laid in a running bond pattern.
M4. Course grout shall be used where grouting is required. Slump shall be 8" +/- 1". Minimum grout
compressive strength shall be 3000 p.s.i.
M5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar
diameters.
M6. Center vertical reinforcing in block cores, unless noted otherwise.
M7. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be
discontinuous at control joints.
M8. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire,
galvanized, see specifications. Cut joint reinforcement at control joints.
M9. Provide "L" bars at all bond beam corners as required.
M10. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on
masonry.
M11. All attachments to block shall be made with Hilti HLC 1/2" diameter x 3" sleeve anchors, unless noted
otherwise. Anchors shall be installed per manufacturer's recommendations.
M12. See typical schedules for masonry and steel lintels not indicated on plans.
M13. All masonry units below grade to be grouted solid.
M14. Provide ties to all structural steel.
M15. All interior, non-load bearing masonry walls over 12'-0" high, shall be supported on thickened slab as per
typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise.
M16. All cores with reinforcing steel shall be grouted solid, full height of wall.
051200 STRUCTURAL STEEL NOTES
SS1. All structural steel shall conform to the following:
W Shapes ASTM A992, Grade 50.
Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi)
HSS Tubes ASTM A500, Grade B (Fy=46 ksi)
HSS Pipes ASTM A500, Grade B (Fy=42 ksi)
Anchor Rods ASTM F1554, Grade 36
SS2. All steel shall be detailed, fabricated and erected in accordance with:
AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD)
AISC 303 "Code of Standard Practice"
SS3. If beam reaction is not indicated, design connection for minimum 10 k reaction.
SS4 All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless
otherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition,
unless otherwise noted.
SS5. All shop and field welds shall be made using E70 electrodes or equivalent.
SS6. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless
noted otherwise.
SS7. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding
with the fabrication and erection of any required frames.
SS8. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry
walls, unless noted.
SS9. Provide temporary bracing of the structure until all permanent lateral support is in place.
SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to
the supporting steel before temporary, erection bracing is removed.
SS11.RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type,
number, size, etc. Coordinate with drain contractor.
052100 STEEL JOIST NOTES
SJ1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the
current Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB
STEEL JOISTS AND JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF
BUILDING CONSTRUCTION AND MATERIALS".
SJ2. Bridging shall be completely erected and joists aligned before any construction loads are placed on joists.
SJ3. Do not weld bottom chord of joists to columns unless noted on drawings.
SJ4. Install erection bolts at all joist girder to column and joist to column connections.
SJ5. Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per
"STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST
GIRDERS" for a net uplift load of 20 psf, unless noted or shown otherwise.
053100 STEEL DECK NOTES
MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI
SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE",
Current edition, unless noted.
MD2. FASTENING DECK
1. Roof deck shall be welded using 5/8" diameter puddle welds, 36/4 pattern with (1) #10 TEK
sidelap fastener unless otherwise shown in typical detail or indicated on drawings.
2. Floor deck shall be welded using 3/4" diameter puddle welds, 36/4 pattern unless otherwise
shown in typical detail or indicated on drawings.
MD3. Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes.
MD4. Provide L3x3x1/4 deck support at all columns where required, unless noted.
MD5. Provide 20 gauge cover plate at all roof deck span changes.
MD6. Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted.
MD7. All deck shall be provided in a minimum of 3-span lengths where possible.
054000 COLD FORMED STEEL FRAMING NOTES (DELGATED DESIGN)
SF1. Delegated Design: All cold formed steel framing shall be by Specialty Structural Engineer (SSE),
registered in the state of the project. The SSE shall be responsible for the structural
design of all cold-formed-steel design, products and systems complying with specific performance and
design criteria indicated
SF2. All design and construction of cold formed steel shall comply with the contract documents, referenced
codes, standards, notes, layouts and the following American Iron and Steel Institute (AISI) documents,
including all AISI referenced documents therein:
S100-2007 Specification
S200-2007 General Provisions
S201-2007 Product Data
S210-2007 Floor & Roof Systems
S211-2007 Wall Stud Design
S213-2007 Lateral Design with Supplement No. 1
S212-2007 Header Design
S214-2007 Truss Design
SF3. Unless noted otherwise, provide the following minimum member sizes, unless larger size or lesser
spacing is required:
TYPE SIZE
Exterior Wall Studs 600 S 162-54
Interior Load-Bearing Studs 600 S 162-54
SF4. All members and systems shall conform to the following maximum movements:
TYPE LIVE INDEX MAXIMUM
Exterior Wall Studs L/600 1/2"
Interior Wall Studs L/240 1/2"
Exterior cantilevered parapets L/300 1/2"
Floor trusses and joists L/480 1"
Roof trusses and joists L/360 1 1/2"
SF5. The most stringent requirements shall govern in conflicts between specified codes and standards.
SF6. All products shall have four-part identification code which identifies size, style and material thickness of
each member.
SF7. All materials shall conform with ASTM A1003, structural grade 33 or structural grade 50.
SF8. Corrosion protection for all materials shall comply with ASTM A653. Minimum, hot-dipped galvanized
coating weight for exterior walls and all roof materials shall be G90. All other materials shall be G60.
SF9. Provide factory punchouts in all wall studs where required.
SF10. Provide standard color coding for all products.
SF11. Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing =
48" OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o.
SF12. For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure.
SF13. All track butt joints shall be anchored to a common structural element.
SF14. Horizontal bracing of wall studs shall be provided at 6 feet on center maximum.
SF15. Place joists and trusses directly over wall studs.
SF16. Fastening of elements shall be self-drilling screws or welding of sufficient size to transfer required loads.
All welding of galvanized steel shall be touched up with zinc-rich paint.
Minimum thickness of material for welding is 54 mil.
SF17. All screws shall be non-corrosive, No. 12-14 or larger.
SF18. See architectural drawings for all non-structural stud requirements.
SF19. All floor and roof trusses shall have a minimum flange width of 1 5/8".
SF20. Floor and roof truss bottom chords shall be designed for 10 psf dead load, not in addition to design
loading.
SF21. Lateral Force Resisting System (LFRS) shall comply with forces indicated.
Shearwalls shall be Type II, steel sheet. Coordinate shearwalls with holdowns and ties shown.
c 2017 CSO Architects All Rights Reserved
04/24/18
Nick Mishler