Concrete - Microsoft · 2020. 2. 20. · ASTM Standard C309 Type 1-D and shall have a fugitive dye....
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Concrete Foundation General Notes for Martin Residence Wood A1.00 SITE PLAN MARTIN RESIDENCE - REMODEL 1730 SPRUCE LANE COLORADO SPRINGS, COLORADO 80906
Transcript of Concrete - Microsoft · 2020. 2. 20. · ASTM Standard C309 Type 1-D and shall have a fugitive dye....
Concrete
Foundation
General Notes for Martin Residence
Wood
A1.00
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906
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SPRUCE
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LN
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A.C. PAV'T.
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S 86%%d44'34'' W 360.00'
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70.00'
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N 03%%d15'26'' W
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133.27'
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N 78%%d22'04'' E
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70.75'
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S 03%%d15'26'' E
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143.58'
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2
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3
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4
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2
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9690 SF
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X
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X
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X
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X
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X
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X
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X
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X
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6655
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6660
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6665
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6655
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6660
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6665
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EXISTING GRAVEL DRIVEWAY
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WOOD FRAME
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GARAGE
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23.8'
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20.9'
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FF EL. 6658.52
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1780 SPRUCE LANE
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2 STORY
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WOOD FRAME AND BLOCK
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RESIDENCE
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43.2'
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18.7'
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2.0'
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27.5'
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25.0'
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7.0'
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5.6'
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8.6'
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46.1'
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FF EL. 6658.99
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12'
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11.9'
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12.7'
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2.8'
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11.1'
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SEPTIC TANK
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VACATED OAK LANE
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EXIST. ROCK WALL
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WOOD FENCE
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TBM 6665.67
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PATIO
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PROPOSED ADDITION
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2 STORY
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EXISTING TOTAL
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TOTAL S.F. AFTER REMODEL: 2775 S.F.
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EXISTING
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4'X3'
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CONC.
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PAD
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STAIR
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EXISTING
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2 BEDROOM, 3.5 BATH
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5' SETBACK
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11'-8" SETBACK
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10' SETBACK
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10' SETBACK
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TWO STORY
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PROPOSED FOOTPRINT
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SQUARE FOOTAGE: 1800 S.F.
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S.F. = 1861 S.F.
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4)
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An open hole soils observation of the soils material shall be performed by a Geotechnical
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The foundation design is based on the soils test report performed by Geoquest,LLC
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Engineer prior to construction, and the report submitted to the Engineer of Record for
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review and possible foundation revisions.
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Floor Live Load = 40 psf
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days, and two (2) at 28 days.
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cylinder may be discarded.
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All foundation concrete shall be air entrained.
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5)
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as follows:
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testing:
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8)
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7)
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discarded.
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6)
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one direction.
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4)
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3)
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2)
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Use cement which meets ASTM C 150 Type I/II requirements.
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concrete." Slump range shall be a maximum of 4 1/2".
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soon as the water has left the unfinished concrete.
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ASTM Standard C309 Type 1-D and shall have a fugitive dye. The
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a) ASTM C143 - "Standard test method for slump of portland cement
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One additional reserve cylinder to be tested under the direction of the
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b) ASTM C39 - "Standard test method for compressive strength of
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engineer, if required. If the 28 day strength is achieved, this additional
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day, required cylinder(s) quantities and test age as follows: one (1) at 7
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each class, for every 50 cubic yards (or fraction thereof), placed per
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cylindrical concrete specimens." A separate test shall be conducted for
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An independent testing laboratory shall perform the following concrete
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compound shall be placed as soon as the finishing is completed or as
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Unless otherwise noted, concrete cover over reinforcing bars shall be
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All slabs shall be cured using a dissipating curing compound meeting
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there is a longer delay than this time frame, the concrete shall be
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Concrete shall comply with all the requirements of ASTM Standard C94
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shall not exceed one and one half (1-1/2) hours. If for any reason
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the time the mixing water is added until it is deposited in its final position
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for measuring, mixing, transporting, etc. The maximum time allowed from
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Formed surfaces exposed to earth....................................2"
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Walls and suspended slabs............................................3/4"
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Beams and columns..................................................1-1/2"
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Grade beams and footings bearing on ground..................3"
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Walls exposed to weather..........................................1-1/2"
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Walls, Beams, Suspended Slab................................3,000 psi
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at all splices, corners and intersections. Lap continuous top bars at
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billet-steel bars for concrete reinforcement" ASTM A615 Grade 60.
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All reinforcing steel shall conform to the "specification for deformed
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midspan and bottom bars at center line of supports. Welded wire fabric
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All bars marked continuous (cont.) shall be lapped 40 bar diameters (2'-0" min.)
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All concrete shall have a 28 day compressive strength as follows:
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enclose no more than 225 square feet with a maximum of 15 feet in any
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Control and construction joints in slabs on grade shall be spaced to
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shall be lapped a minimum of one full mesh plus 2".
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Slab on Grade........................................................4,000 psi
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Foundation..............................................................3,000 psi
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10) The Contractor and Owner shall follow and practice all drainage measures and irrigation practices as described in the soils report.
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There is a risk of vertical slab movement. This foundation design assumes that the Contractor and Owner have reviewed and accepted the soils report, and accepts the risk of possible vertical movement in the floor slabs.
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shall be performed per the Soils Report.
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soil engineer. No concrete shall be poured on frozen ground, water, ice,
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All concrete foundations shall rest on bearing strata approved by the
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or snow. All soil compaction for foundations and slabs and backfilling
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2)
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grade beam concurrently. No moderately or highly expansive soil shall
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3)
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Backfill shall be placed against both sides of the foundation wall or
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be used as backfill within 3 feet of the foundation walls.
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Excavations, foundation bearing strata, retaining wall backfill, and
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compacted fill shall be observed and approved by a registered soils engineer.
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ducts, etc. relating to mechanical, electrical and architectural work
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The contractor shall verify locations, and dimensions of slots, anchors,
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before pouring concrete.
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5)
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Design Loads are as follows:
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Flat Roof Snow Load = 30 psf
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Ground Snow Load = 20 psf
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architect before proceeding with the affected part of the work.
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discrepancies shall be brought to the attention of the engineer and
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All dimensions and conditions must be verified in the field. Any
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Structural drawings shall be used in conjunction with job specifications
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drawings for sleeves, depressions, and other details not shown on the
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and architectural, mechanical, electrical, and civil drawings. Consult these
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1)
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2)
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structural drawings.
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Wind Live Load = per IBC 2015. Vult = 130 mph basic wind speed
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#19-1096 dated 11-04-2019 indicating an allowable soil bearing pressure of 1,000 p.s.f.
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(20 p.s.f. min.), Exposure C
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Plywood walls shall be constructed with all panel edges solidly blocked
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with matching 2x members. Nail with 10d @ 4" oc at all panel edges,
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10" oc at field. Plywood shall be 1/2" Structural II C-D with exterior
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glue or equivalent wafer board product. Span Rating 24/0.
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manufacturer and shall be designed for all end reactions and bearing
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for mechanical items. Joist hangers shall be supplied by the roof truss
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shall indicate all bracing, bridging, openings, header joist, and provisions
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Shop drawings shall be submitted for roof trusses. Shop drawings
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to fabrication with a seal from a professional engineer from the State
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of Colorado. Included in these drawings shall be a plan showing the
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Supplier of pre-engineered trussed shall furnish to the architect prior
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The design and supply of all truss-to-truss connections shall be the
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location of the trusses with the suppliers mark.
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responsibility of the truss supplier.
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conditions.
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10)
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Floor sheathing shall be 3/4" tongue and groove plywood (or OSB).
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Flooring shall be glued at joists and blocking.
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Nailing shall be with 8d screw shank nails, 6" oc at edges and 10" oc
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at intermediate members. Span Rating 48/24.
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Joist and Rafters.........................................Hem-fir No. 2 grade or better
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be nailed together to form a single, composite unit. Use no less than two
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All multiple headers, beams, and posts made from framing lumber shall
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diameter thru bolts spaced at 24" oc. Bolt holes shall be 1/2" in diameter
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and located 2" from the top and bottom of the members. Stagger rows
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For built-up LVL members connect multiple members using 2 rows of 1/2"
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Provide solid blocking between joists and rafters at supports.
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equivalent wafer board product. Nail with 10d at 6" oc at panel edges,
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Roof sheathing shall be 1/2" APA rated exterior plywood, or an
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both ends of cross-bridging. Space bridging as required by code.
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bridging 2" thick by depth of joist. End nail solid bridging to joist. Nail
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exceeds 5 with bevel-cut double cross wood bracing, or with solid
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Bridge between joists or rafters where nominal depth to thickness ratio
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Ledgers........................................................Hem-fir No. 2 grade or better
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2x wall studs...............................................Hem-fir No. 2 grade or better
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and provide a minimum of 2 bolts at each end of members.
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Horizontal shear............................................285 psi
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Flexural tension or compression...................2600 psi
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LVL members shall have the following allowable stresses:
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Modules of Elasticity.....................................1,800,000 psi
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Compression perpendicular to the grain.......750 psi
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Compression parallel to grain.......................2460 psi
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and 12" oc at intermediate members. Span Rating 32/16.
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Joists and Rafters........................................By truss-joist or equal
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Lumber framing members shall conform to the following grades/species:
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All lumber shall be visually graded and have a maximum moisture content
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Specification for Stress Grade Lumber and its Fastenings", latest edition,
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All wood framing materials shall conform to the "National Design
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and to the "Uniform Building Code", latest edition.
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rows of 16d at 12" oc.
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of 19%.
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LOT COVERAGE
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SITE SQUARE FOOTAGE: 9690 S,F,
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PROPOSED FOOTPRINT COVERAGE:
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MAIN HOUSE:1,800 S.F.1,800 S.F.
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DETACHED GARAGE: 477 S.F. 477 S.F.
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TOTAL:2,277 S.F.2,277 S.F.
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PERCENTAGE OF COVERAGE: 23% = 23%max. = OK
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NORTH
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PLAN -
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1
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A1.00
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SITE
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SCALE: 1:10
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0
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SCALE: 1" =
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10
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20
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10'
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ISSUE
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SHEET:
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DATE:
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DRN. BY:
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REVISIONS:
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PROJECT NO.
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[email protected] (719) 632-1781 fax
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1626 E. Pikes Peak, Colorado Springs, CO 80909 Phone: (719) 632-3384
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L. ROSS
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1-24-2020
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PROPERTY OWNER: DANAH R. MARTIN DANAH R. MARTIN ADDRESS: 1730 SPRUCE LANE, COLORADO SPRINGS1730 SPRUCE LANE, COLORADO SPRINGSCOLORADO, 80906-5722 ASSESSOR # 7502204012 7502204012 ZONING: RS-20000 RS-20000 LOT SIZE: .22AC 9,690 SQUARE FEET .22AC 9,690 SQUARE FEET BUILDING SIZE: PROPOSED ADDITION TO AN EXISTING PROPOSED ADDITION TO AN EXISTING 2 STORY RESIDENCE - 2775 S.F. SOILS REPORT: GEOQUEST, #19-1096 11-04-2019 GEOQUEST, #19-1096 11-04-2019 PLAT NO: 716 716 LEGAL DESCRIPTION: LOT 3 AND ST ADJ BLK 3 DIXON HEIGHTSLOT 3 AND ST ADJ BLK 3 DIXON HEIGHTS
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VICINITY MAP
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PROJECT DESCRIPTION:
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NTS
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THE PROJECT CONSISTS OF AN ADDITION AND REMODEL TO AN EXISTING SINGLE FAMILY RESIDENCE LOCATED AT 1730 SPRUCE LN. REFER TO VICINITY MAP FOR PROPERTY LOCATION.
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PROJECT SITE
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SHEET INDEX
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A1.00 - TITLE+SITE PLAN A1.10 - DEMO PLAN - DEMO PLAN A2.00 - FLOOR PLANS A3.00 - ELEVATIONS
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A4.00 - SECTIONS A4.01 - SECTION+DTLS S2.00 - FOUNDATION S2.01 - FRAMING PLANS
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Area Measurement
1,800 sf
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Lot size per EPC Assessor 9400 SQFT
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Area Measurement
473 sf
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parcel 9,400 sf (per EPC Assessor) main house 1,800 sf (per builder) detached garage 480 sf (per EPC Assessor) total lot coverage 2280 sf pct lot coverage 24.25% max allowed lot coverage 23% per BOA-16-002
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ADDITION - Denied addition to existing SFD; legal non-conforming lot. Placement of proposed addition exceeds previously approved variances for side yard setback of 11'-8" and maximum lot coverage of 23% (reference BOA162 and ADD1623). In addition, requirements for BOA162 Condition # 1 are not being met. Applicant must contact EPC PCD Planner-Of-The-Day at 719-520-6300 to request additional variances from LDC regulations for RS-20000 zoning district side yard setback and lot coverage. Also request planner to confirm if proposed upper level architectural plan for family/guest requires an "Accessory Living Quarters" affidavit process as well.
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source BOA-16-002
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ADD2082 PLAT 716 RS-20000 BOA162 ADD1623
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EPC DR Disapproval
