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STRUCTURAL NOTES GROUT: GENERAL REQUIREMENTS: ABBREVIATIONS
A. All grout beneath column plates and steel beams at bearing shall be non-shrink, non-metallic type A. Structural erection and bracing: The structural drawings illustrate the completed structure with all O osioa�
grout. elements in their final positions supported and braced. The contractor, in the proper sequence, shall 0 AT FD FLOOR DRAIN SQ SQUARE O .— u
Building Code: 2015 International Residential Code (IRC 15) provide shoring and bracing as may be required during construction to achieve the final completed A.B. ANCHOR BOLT FON FOUNDATION SS STAINLESS STEEL N O •C
B. Grout shall have a minimum compressive strength of 5000 psi: structure. Contact engineer for consultation as required. AFF ABOVE FINISHED FLOOR FF FINISHED FLOOR STD STANDARD 0 .1
LOADS ARCH ARCHITECT FT FOOT STL STEEL
B. Shop drawings: Submit shop and erection drawings for all structural steel, miscellaneous steel, B. BOTTOM OF FTG FOOTING T. TOP OF CD
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Dead BF BOTTOM OF FOOTING H.A.S. HEADED ANCHOR STUD T&B TOP AND BOTTOM 0
concrete reinforcing steel for Engineer to review prior to fabrication. This review is for general
CONSTRUCTION JOINTS: BLDG BUILDING HTRIZ HORIZONTAL T.O.M. TOP OF MASONRY C ()
Roof 15 psfcompliance with the intent of the structural design. The manufacturing or fabrication of any items 3
BM BEAM HT HEIGHT TO.W. TOP OF WALL 0N
Floor 12 psf A. Contractor to provide a slab and/or wall construction joint plan to the engineer of record prior to written review of the shopdrawings will be at the risk of the contractor. The contractor is (,)"
g BRG BEARING INT INTERIOR TYP TYPICAL
Floor (includes 2" concrete topping) JO psf for approval PRIOR to placing any concrete. Contractors construction joint plan should be responsible for checking quantities, dimensions and coordination with other trades. BW BOTTOM OF WALL JT JOINT U.N.O. UNLESS NOTED OTHERWISE v) 0)
Collateral (sprinkler piping, misc. equipment) 5 psf laid out to minimize the number of construction joints. C.I.P. CAST IN PLACE MANUF MANUFACTURER VERT VERTICAL s •�
C. Dimensions: Dimensions are to edge of framing or concrete, unless noted otherwise. Masonry CJ CONTROL JOINT MAX MAX/MUM V.I.F. VERIFY IN FIELD x QO
Livedimensions are nominal. All dimensions on drawings shall be field verified. All discrepancies shall be CLR CLEAR MIN MINIMUM (.n N O
B. Construction joints in walls shall not occur close to wall corners or intersections such —
Roof (snow, less than 4:12 slope) 100 psf that they will divide comer/intersection reinforcement. brought to the attention of the Engineer and Owner prior to construction. Do not scale drawings. CMU CONCRETE MASONRY UNIT O.A.E. OR APPROVED EQUAL CONC CONCRETE O.C. ON CENTER
Exterior Decks 100 psf
AD. Construction practices: The general contractor is responsible for means, methods, techniques, CONT CONTINUOUS O.H. OVERHANG o
(E) EXISTING
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sequences and procedures for construction of this project. Notify Engineer of omissions or conflicts
EA EACH PT PRESSURE TREATED oo 0 0
Floor 40 psf between the working drawings and existing conditions. E.O. EDGE OF RE: REFERENCE ,—=., N.
REINFORCING STEEL: E.S. EACH SIDE REINF REINFORCE r 0 Cr
Wind Design Data A. All reinforcement detailing, fabrication and placement shall conform to the AC/ Details and Detailing of E. Coordinate requirements for mechanical/electrical/plumbing penetrations through structural elements E.W. EACH WAY R.O. ROUGH OPENING
Ultimate Wind Speed: 115 mph Reinforcement (ACI 315). with structural engineer. Prior to installation of such equipment or other items to be attached to the EXP EXPANSION SF SQUARE FEET
Wind Exposure: C structure, the contractor shall obtain approval for connections and support. Contractor shall furnish EXT EXTERIOR SIM SIMILAR
Internal Pressure Coefficient GCpi = ± 0. 18 B. All reinforcing shall be of high grade deformed bars conforming to ASTM A615, Grade 60, except ties required hangers, connections, etc. required for installation of such items, unless specifically noted on �„..�04,,,,‘
and anchors which shall conform to ASTM A615, Grade 40 or ASTM A706, Grade 60. plans. --„,01 Earthquake Design Data SYMBOLS LEGENDle = 1.0 C. Welded wire fabric shall conform to ASTM A 185, Grade 60 and be lapped a minimum of one full F. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be — ('r4t'
•Occupancy Classification: Category ll mesh plus two inches at side and end splices and be wired together. in accordance with the 2015 IRC. Tl BEAM POCKET0.2 sec SRA Ss = 0.258 0 a.
REVISION MARK BEAM OR JOIST HANGING 1 I
®— BEAM BEARING i 42204 �; ;
1.0 sec SRA 51 = 0.073 D. Lap splices of reinforcement, where permitted, shall be a minimum of 38 bar diameters for /6 bar G. The structural engineer may make periodic observation visits to the jobsite for determination of ELEVATION MARK , .2
.� BEARING, JOIST OR RAFTER •
Site Class: D and smaller and 47 bar diameters for 7 and larger bar, for Class A splice. Contact engineer for general conformance with the construction documents. Such observation visits shall not replace • • i
# 99 o SECTION CUT LABEL ❑ COLUMN ABOVE i1 ' "41.71171201/e. :
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0.2 sec SRC Sds = 0.267 splicing recommendations prior to construction where not specifically detailed or noted. Do not weld required inspections by the governing authorities or serve as "special inspections'. ® ■ COLUMN t .y ••
1.0 sec SRC Sail = 0. 115 or use mechanical splicing. 0 ELEVATION VIEW LABEL ® TOP OF COLUMN k I 11 °S10
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Seismic Design Category: B H. Though every effort has been made to provide a complete and clear set of construction documents, = WALL STEP 1 ° 10 PA-�_=
Basic Seismic-force-resisting system: Wood Frame with Structural Panels E. Continuous topbars shall be spliced at mid-span and continuous bottom bars over supports. discrepancies or omissions may occur. Release of these drawings anticipates cooperation and 0 - GRID LINE ��AN......
Design Base Shear V = 0.041 W P PP continued communication between the Contractor, Architect and Engineer to provide the best possible — — FOOTING STEP
Cs = 0.041 F. At corners make bar continuous through discontinuity or provide corner bars. Corner bars to extend structure. These drawings have been prepared for the use of a qualified contractor experienced in r" PLYWOOD/SLAB STEP
R = 6.53'-0" each side of corner. Place two #5's (per 8" of thickness) to extend a minimum of 2'-6" the construction techniques and systems depicted.
Analysis procedure used: Equivalent Lateral Force around all openings/steps in walls, slabs and beams. Provide 15 x 5'-0" diagonal at all
Minimum Frost Depth openings/steps in walls, slabs and beams.
48" G. Contractor shall place (2)-/5's vertically full height of wall at high side of all wall steps higher that
4'-0" in addition to wall reinforcing shown otherwise.
H. Extend reinforcing steel a minimum of 2'-6" through cold joints and coordinate cold joint locations
with structural engineer.
GEO-TECHNICAL INFORMATION:
A. Design is based upon values found in Report /16-7-508 by HP-Kumar Geotech, Inc., dated
November 9, 2016. MATERIALS LEGEND
B. Soils engineering values shall be as follows and have been computed on the basis of an r'•e :%ij CAST IN PLACE CONCRETE
equivalent fluid weight:
r . A CONCRETE MASONRY UNIT
• At-rest: 50pcf
• Actctive:ve: 455 pcf t'//J CLAY MASONRY/ BRICK
• Passive: 375 pcf STRUCTURAL STEEL: ® STEEL
• Coefficient of friction: 0.5 A. Structural steel shall be detailed, fabricated and erected in accordance with the latest provisions of
• Soil Bearing Capacity: 2,500 psf AISC 'Manual of Steel Construction". ZJ DIMENSIONED LUMBER
C. A representative of the Geotech Engineer shall observe all footing excavations prior to concrete B. All structural steel rolled shapes shall conform to ASTM A992 Grade 50 for wide flange members, and BLOCKING
placement to evaluate bearing conditions. ASTM A36 Grade 36 for and channels, angles, and plates. Tube shapes shall conform to ASTM A500
Grade B. Pipe columns shall conform to ASTM A53 Grade B. The latest editions of these PLYWOOD
D. Backfill shall be compacted to meet the minimum standard Proctor density per ASTM D698 (957' requirements shall be used. .,. .;��,�.,�� V
below slabs, 98% below foundations) unless otherwise noted in the geotechnical report. Backfill shall � ,�,�,�., NAT/VE SOIL
be placed in 12" maximum vertical lifts or as detailed in the soils report and shall be free of C. All structural bolts used in steel framingshall be A325-N, installed to a minimum snug-tight =u=n=u-11:
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- COMPACTED SOIL J
deleterious material and compacted in a manner that does not damage the foundation, waterproofing condition unless noted otherwise. All anchor bolts shall be of ASTM F1554 Grade 36.
or damp-proofing material. If soft spots are encountered contractor shall remove material and 111MMA GRAVEL 4.
re-compact w/ approved material (RE: soils report) Finished grading shall drain away from the D. Typical framed beam connections with steel bolts shall use the maximum number of bolts per AISC a)
foundation wall at a minimum of 5%. 'Manual of Steel Construction" Table llA and/or AISC "Simple Shear Connection Manual" with A325-N
bolts. C)
E. Do not backfill against lower level walls or walls in retaining until all supporting elements are in place Q V
and properly anchored or adequate shoring is installed. Concrete slabs shall be properly cured. E. All welding shall be performed by an AWS qualified welder. c
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F. Avoid excessive wetting or drying of the excavations, keeping the excavation reasonably free from F. Delay painting within 3" of field welds until welds are completed. (1.) 73
water during placement of concrete. c N
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WOOD FRAMING: s
o A. Wood framing shall be connected in accordance with 2015 IRC unless noted otherwise. O CD
E EXCAVATION, TRENCH/NG AND SHORING: Materials shall be as follows (or better): r 1 CO
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oa A. Contractor is responsible for designing and constructing all temporary excavations.
LD • Sawn Columns & Studs: Douglas Fir or Hem Fir No. 2
N • Sawn Headers & Beams: Douglas Fir No. 2 N.
B. All excavations shall be sloped or shored in accordance with OSHA Standard on • Pressure Treated: Hem Fir No. 2
N Excavations 29 CFR 1926 Subpart P and the Geotechnical Report referenced above. i
amnaed Veneer Lumber Headers & Beams: Trus Joist 1 3/4" 2.
Excavations more than 20 feet deep or that encounter groundwater must be shored. • 0E Microllam LVL M
• Engineered Wood Joists: Trus Joist TJI 360
-ThN • Engineered Wood Columns & Studs: Boise Cascade 1 1/2 1.7E Versa-Lam LVL
• Engineered Wood Rim Board: Trus Joist 1 %4" 1.3E Timberstrand LSL
0 • Glu-Lam: 24F-V4 (Fb = 2400 psi)
REINFORCED CONCRETE:
o A. All structural concrete had been designed in accordance with ACI 318-14. All structural concrete B. Hanger-type connections shall be made with Simpson Strong-Tie connectors and
construction work shall conform to ACI 301-14 (or latest edition) unless noted otherwise.
E manufacturer-supplied fasteners or approved equal.
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N- B. Cast in place concrete shall be made with Type ll or V sulfate-resistant cement to maintain the C. Wood columns shall be extended to foundations, or stud blocking the same size as the
N following requirements. Admixtures containing chloride salts shall not be used. column installed tight in the joist space under the column.
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Element: w/c Ratio: Strength: Entrained Air.•
N F. Roof and floor sheathing shall be rated for the span indicated and secured to joists at
Foundation 0.53 4000 psi 5 - 7% 6" on center along sheathing edges, and at 12" on center along intermediate framing
N Walls, Footings members unless noted otherwise.
Curb, Gutter, 0.45 4500 psi 5 - 79 G. Shear walls and braced wall lines shall be constructed in accordance with IRC 15 R602. 10.
Exterior Flatwork See braced wall location on plans.
Interior Flatwork 0.53 3500 psi NR
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A CODE REFERENCE
$ C. Concrete coverage for reinforcing steel shall provide the following: CORRECTED TO IRC
• Concrete poured permanently against earth: 3"
• Concrete poured in forms (exposed to weather or earth): 1 7/2"
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I'1 D. Concrete slabs on grade shall have sawn or trowel cut control joints at a maximum spacing of N
0 15'-0" in each direction or 225 sq-ft within 12 hours of pouring. Carry reinforcement through - N
c joints and locate isolation joints around columns at exterior wall. Consult engineer prior to z > w
connecting the slab on grade to other portions of the superstructure. yz w ~ c4a a
c.) E. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual V
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F. Bolts for beam and column bearing plates shall be set with templates.
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4.. G. Slabs, footings, beams and walls shall not have joints without prior approval by the Engineer. o o o o 0
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o JOB NO: 2016-444
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