200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002
2
(703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET -R
-
EVISIONS
10 NOV 2017
1
PERMIT REVISION REVISED SHEETS NOTED ON LIST OF DWGS.
9 DEC 2017
2
PERMIT REVISION REVISED SHEETS NOTED ON LIST OF DWGS.
N
E W
2
© 2017 Kelly Synnott Architect, LLC
2
NOT TO SCALE
2
-
2
- Drawing
4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
- Scale
-
ROCKWOOD PARKWAY
COVER SHEET
S
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A100
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
CELLAR PLAN
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY ≤
4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A101
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
FIRST FLOOR PLAN
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A102
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
SECOND FLOOR PLAN
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A103
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
ATTIC PLAN
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY ≤
4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A104
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
ROOF PLAN
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A105
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
5 D1.1
- Date
-
25 SEP 2017 PERMIT SET -R
EVISIONS
-
W
S
N
E
2 D1.1
4 D1.1
© 2017 Kelly Synnott Architect, LLC
1/8"=1'-0"
- Scale
DEMOLITION PLANS
- Drawing
-
1 D1.1
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
3 D1.1
NOT FOR CONSTRUCTION
D100
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
1/4"=1'-0"
- Scale
-
EVISIONS
FRONT ELEVATION
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A201
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
1/4"=1'-0"
- Scale
-
EVISIONS
GARDEN ELEVATION
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A202
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
1/4"=1'-0"
- Scale
1 A203
EVISIONS
SIDE ELEVATIONS
1 A203
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A203
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
1/4"=1'-0"
- Scale
1 A301
EVISIONS
BUILDING SECTIONS
2 A301
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A301
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET -R
-
EVISIONS
10 NOV 2017
1
TABLE ADDED
© 2017 Kelly Synnott Architect, LLC
SCALE AS NOTED
- Scale
3 A302
WALL SECTIONS
- Drawing
-
2 A302
ROCKWOOD PARKWAY
1
4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
1 A302
A302
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET -R
-
© 2017 Kelly Synnott Architect, LLC
SCALE AS NOTED
- Drawing
-
8 A303
- Scale
7 A303
DORMER DETAILS
4 A303
-
3 A303
EVISIONS
ROCKWOOD PARKWAY 1 A303
2 A303
5 A303
NOT FOR CONSTRUCTION
6 A303
4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
A303
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
3/4"=1'-0"
- Scale
-
EVISIONS
DOOR & WINDOW SCHEDULES & ELEVATIONS
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
A401
8. 9.
A. Shall be placed in maximum of 8" loose lift thickness and compacted to 95% of Standard Proctor. B. On-site or imported granular fills including GW, GP, GM, SW, SP, ND, SM Classified in accordance with the Unified Soil Classification System (USCS) and within 2% of optimum moisture. Furthermore, the material to be utilized as structural fill should have a plasticity index (PI) less than 2, subject to final approval by the Geotechnical Engineer.
Notify Engineer in case of discrepancies between drawings and these notes before proceeding with the work. Use architectural drawings in conjunction with the structural drawings to properly perform the work.
10. Contractor is responsible for coordinating between trades. 11. Do not scale drawings. 12. Field dimensions
12. Fill under slabs on grade shall be compacted to 95% of Standard Proctor density. 13. Perimeter perforated foundation drain shall be installed where shown. See Architectural drawings. Care must be exercised to avoid breaking perforated foundation drain tile when backfilling.
1.
13. Sections and details shown, while drawn for specific locations, are intended to establish the general types of details to be used throughout.
2.
3.
DELEGATED DESIGN ITEMS 1.
Employ or retain a licensed professional engineer in the project jurisdiction to design and detail the following performance specified structural components: A. Concrete mix design B. Shoring / Scaffolding C. Temporary Excavation Support
5.
See individual material sections for additional requirements.
EXISTING BUILDING/STRUCTURE NOTES 1.
Utmost care shall be exercised at all times when working on existing structural members to avoid impairing the carrying capacity of the existing structure. A. Should the Architect determine that the carrying capacity of the existing structure has been impaired by, or as a result of, the operations of the Contractor, or is otherwise not in conformance with the contract documents, appropriate remedial work shall be required.
3.
4.
Notify Architect before cutting or removal of any part of the existing structure not indicated to be modified or demolished.
7.
See architectural drawings for additional steel not shown on structural drawings.
23. Provide double joists under all partitions and for all headers and trimmers, unless noted otherwise on plan.
Galvanize exterior exposed steel in accordance with ASTM A_123. Repair scratched or abraded galvanized surfaces with zinc-rich coating. After galvanizing, straighten members to meet AISC standard mill tolerances.
24. Drill pilot holes for lag screws in accordance with NDS requirements. Do not install lag screws with impact drivers.
8.
9.
STRUCTURAL WOOD FRAMING 1.
Length of reinforcing bars, if shown, does not include hooks.
8.
Clear cover for cast-in-place concrete reinforcing: See schedule on sheet S004. Reinforcement not shown on sections and plans is the same as that shown in similar sections and at similar locations.
C. American Institute of Timber Construction (AITC) "Timber Construction Manual". 2.
A. Unless otherwise noted, slab on grade shall be reinforced with 6x6, W2.0 x W2.0 WWF, lapped 6" on all sides, set2" below top of slab.
Contractor shall coordinate locations and dimensions of all penetrations through existing masonry walls with mechanical/electrical/plumbing drawings and provide lintels or sleeves per structural details. The contractor shall provide an allowance in their bid/pricing for this work. Contractor shall infill all abandoned mechanical/electrical/plumbing penetrations in existing masonry walls with new or salvaged masonry, to the satisfaction of the Architect. The masonry sub-contractor shall provide an allowance in their bid/pricing for this work.
14. Contractor shall notify Owner's inspection agency before placement of concrete to allow for inspection of reinforcing placement, clearance, stud quantities on steel beams, and to confirm debris has been removed from forms.
B. Beams and Stringers: Douglas Fir Larch, No. 1 or better. 4.
5.
6.
15. Refer to special inspections table for testing requirements.
2. 3.
Locate and mark all underground utility lines before starting work and call all local jurisdictions having authority. Permanent or abandoned timber lagging must be preservative treated prior to use to prevent insect infestation.
1. 2.
Preliminary grading shall be such that surface water is diverted away from the excavation. 3.
FOUNDATIONS 1. 2.
3.
Foundations are designed for a bearing pressure of 1500 psf based on IBC 2012 Requirements. Footings should be cast on the same day in which excavation for them is completed. If placing of concrete is delayed, footing bottom shall be trimmed to firm material immediately before casting. Place concrete in dry excavations only. Pending approval by the Owner, Contractor may elect to conduct further subsurface investigations at their own expense.
4.
Where pipes pass under wall footings, excavation below bottom of footing shall be backfilled with concrete when the footing is poured.
5.
Provide continuous keyway and dowels in top of wall footing supporting concrete walls.
6.
Provide keyway and continue reinforcing at construction joints in concrete walls.
7.
Provide keyway and joint filler at expansion joints in concrete walls. Discontinue reinforcing at joint.
8.
Refer to architectural drawings for waterproofing details and procedures. Provide water stop at all joints below grade.
7.
STRUCTURAL STEEL
4.
Detail, fabricate, and erect structural steel in accordance with AISC 360 and Structural steel design is based on the Allowable Strength Design (ASD) methodology. All loads shown on drawings are unfactored (service) loads, unless noted otherwise. Materials shall conform to the following: ASTM A36
Bars, rods, angles, channels and plates
ASTM A992
W Shapes
ASTM F1554 Grade 36
Anchor Rods
AWS A5.1 E70XX
Welding electrodes
ASTM A36
All other structural shapes
Connections: A. Connections for new steel work shall be standard AISC connections otherwise. B. Moment Connections: Type PR indicates partially restrained moment connection and type FR indicates fully restrained moment connection as defined by the AISC Specification for Structural Steel Buildings. C. All bolted moment and bracing connections shall be slip-critical joints. Faying surfaces in slip-critical joints shall be uncoated. If members are hot-dip galvanized in accordance with ASTM A123 faying surfaces shall be subsequently roughened by hand wire brushing.
"Laminated Veneer Lumber, LVL" beam minimum properties: Fb = 2,600psi, Fc = 2,510psi, Fv = 285psi, E = 2,000,000psi as manufactured by iLevel TrusJoist or approved equal. "Laminated Strand Lumber, LSL" beam minimum properties: Fb = 1,700psi, Fc = 1,835psi, Fv = 425psi, E = 1,300,000psi as manufactured by iLevel TrusJoist or approved equal. "Wood I-joist" members shall be as shown on plan and as manufactured by iLevel TrusJoist or equal. Install in strict compliance with the manufacturer's standard recommendations and details, including construction bracing, minimum bearing lengths, web stiffeners, squash blocks, blocking, knockouts, notches, penetrations, etc. Factory mark each piece of framing lumber with grade stamp of, or certificate of inspection issued by, an approved grading or inspection agency.
8.
Protect wood materials to limit maximum moisture content during construction to below19%.
9.
Framing lumber shall be surface dry, except studs, which shall be kiln-dried.
10. Preservative-treated wood: Provide preservative-treated lumber at all exterior locations, and for all lumber in contact with slab on grade, concrete or masonry, or as otherwise indicated on architectural or structural drawings. Treatment shall be in accordance with industry standard practice.
All joist hangers, cross bridging, and all connectors for wood construction shall be galvanized steel as manufactured by Simpson Strong Tie or approved equal. Special nails as supplied by the manufacturer shall be used for connector installation.
2.
Connectors shall be of type and size shown on details.
3.
Fastening shall be in accordance with the most restrictive of the International Residential Code (Latest Edition), IBC fastening schedule Table 2304.9.1, and relevant manufacturer's requirements.
4.
All nails shall meet the requirements of ASTM F1667. Wood screws shall meet the requirements of ANSI/ASME B18.6.1. Bolts and lag screws shall meet the requirements of ANSI/ASME B18.2.1.
5.
Power-Driven Fasteners shall comply with NES NER-272.
6.
Where rough carpentry is exposed to weather, in contact with ground, and/or preservative-treated, fasteners shall be stainless steel or hot-dip galvanized complying with ASTM A153; connectors shall be hot-dip galvanized complying with ASTM A653, G185 coating designation.
7.
8.
9.
All flush framed connections shall be made with approved galvanized steel joist or beam hangers, 18 gage minimum, installed in accordance with manufacturer's recommendations. Install metal framing connectors to comply with manufacturer's guidelines. Provide I-joist web stiffeners, both sides, if top flange is not laterally supported by hanger per manufacturer's guidelines. Connectors in contact with preservative treated members shall be per ASTM A653. Fasteners shall match the selected hanger finish and material.
10. For wall and roof sheathing panels, provide fasteners with corrosion-protective coating having a salt-spray resistance of more than 800 hours according to ASTM B117. 11. Where cantilevered beams are indicated, the back span connector shall be capable of resisting an uplift of 1000 lbs minimum, unless noted otherwise. 12. Joist hangers shall develop the full shear capacity of the member, and shall be installed per the manufacturer's requirements and installation guidelines.
Submit product information and ICC-ES Evaluation Report for each anchor.
4.
All anchor designs are for installation in the following conditions, unless noted otherwise. Written approval must be received from Engineer prior to installation of adhesive anchors in alternate conditions. A. Dry concrete, unless noted otherwise. B. gel and cure times.
5.
All installers of post-installed anchors shall be Hilti Certified. Submit certificates for record.
6.
All post-installed anchors in concrete shall be suited for use in seismic and cracked concrete applications.
7.
Adhesive anchors in concrete shall be Hilti HIT HY-200, or approved equal.
8.
Adhesive anchors in CMU grouted solid at the anchor shall be Hilti HY-70 or approved equal. Cells at the anchor and one course above and below the anchor shall be grouted solid.
9.
Adhesive anchors in masonry and hollow CMU shall be Hilti HIT HY-70 with mesh sleeves, or approved equal.
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-
-
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10. Expansion anchors in concrete shall be Hilti KWIK Bolt TZ, or approved equal. 11. Expansion anchors in CMU grouted solid at the anchor shall be Hilti KWIK Bolt 3. Cells at the anchor and one course above and below the anchor shall be grouted solid. 12. Drop-in anchors for overhead attachment in hollow core planks shall be 13. Provide standard AISC holes in all steel members receiving post-installed anchors. If oversized holes are provided to ease installation of the anchors, a plate washer (1/4"x2"x2") with an AISC standard hole shall be installed and 1/8" fillet welded (all around) to the member.
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
14. Testing: 10%of each type and size of drilled-in anchor shall be proof loaded by the independent testing laboratory. Adhesive anchors and capsule anchors shall not be torque tested unless otherwise directed by the Engineer. If any of the tested anchors fail to achieve the specified torque or proof load within the limits as defined in the Drawings, all anchors of the same diameter and type as the failed anchors shall be tested, unless otherwise instructed by the Engineer. A. Perform tension testing in accordance with ASTM E488. B. Apply torque with a calibrated torque wrench.
13. Nailers shall be mechanically fastened to the tops of steel beams with 2 rows of 1/2" diameter bolts or P.A.F. at 2'-0" o.c. (staggered). Bolt heads shall be countersunk.
C. Apply proof loads with a calibrated hydraulic ram. Displacement of adhesive and capsule anchors at proof load shall not exceed D/10, where D is the nominal anchor diameter.
14. Dapping tools for shear plate connectors shall be compatible with shear plate manufacturer's recommendations.
SHORING/SCAFFOLDING SHEATHING
1.
Shoring and scaffolding shall comply with O.S.H.A. regulations.
1.
Plywood sheathing shall conform to the Department of Commerce Voluntary Product Standard PS1 "Structural Plywood" (DOC PS1); oriented strand board (OSB) shall conform to the Department of Commerce Voluntary Product Standard PS2 (DOC PS2).
2.
The existing floor has a design live load capacity of 40 psf.
2.
Sheathing shall be of the following thickness and properties: A. Roof: 3/4" with 48/24 span rating, APA rated EXP 1. Use ply clips or other edge support as required for installation. B. Floor: 23/32" tongue and groove, 32/16 span rating, APA rated Exposure 1, Underlayment.
11. Where solid sawn framing lumber is flush framed to Microllam, Glulam, Parallam, flitch plate or steel girders, set the girders 1/4" clear below top of framing lumber to allow for framing lumber shrinkage. 12. Stud bearing walls are to be 2x4 @ 16" o.c. at the interior and 2x6 @ 16" o.c. at the exterior, with single bottom plate and double top plate, unless noted otherwise on plan.
3.
D. Anchor holes to be cleaned per manufacturer's printed installation instructions prior to adhesive injection.
A. Posts and Timbers: Douglas Fir Larch, No. 1 or better.
B. Provide premolded joint filler where slab abuts vertical surface ex: columns, pedestals.
All post-installed anchors shall meet ICC-ES Compliance for each type of application.
1.
D. Studs: Southern Pine, stud grade.
Timber (lumber 5x5 and larger) shall be of the following species and minimum grade:
2.
C. Anchor holes to be hammer drilled.
C. Beams: Southern Pine, No. 1.
3.
Drill and install post-installed anchors according to manufacturer's printed installation instructions and per manufacturer's on-site training.
WOOD CONNECTORS AND FASTENING
A. Rafters: Southern Pine, No. 2 or better.
E. Plates: Southern Pine, stud grade.
1.
27. Do not cut holes or notches in engineered wood products unless in strict compliance with the manufacturer's guidelines.
Framing lumber shall be of the following species and minimum grade:
B. Joists: Southern Pine, No. 2 or better.
POST-INSTALLED ANCHORS
26. Factory mark each piece of an engineered wood product with grade stamp of, or certificate of inspection issued by, an approved grading or inspection agency.
B. American Forest & Paper Association (AFPA) "Wood Frame Construction Manual for One- and Two-Family Dwellings".
11. At wall intersections, provide corner bars equal in size and spacing to normal wall steel.
13. Allow concrete to dry as required by floor finish/adhesive manufacturer before installing finishes. Test slab for moisture content and/or moisture vapor evaporation rates per ASTM E 1907 to verify adequate dryness in accordance with the flooring manufacturer's preparation requirements. Refer to ACI 302.1R and NRMCA CIP 28 for further discussion.
Provide wood framing, including details for bridging, blocking, fire stopping, etc., in accordance with the following standards (latest edition): A. American Forest & Paper Association (AFPA) "National Design Specification for Wood Construction (NDS)" and its supplements.
10. Extend reinforcing through construction joints or provide dowels equal in size and number to bars in the doweled member. Develop or splice dowels on each side of cold joint according to the reinforcing development length tables on S004 and respective typical details.
12. Slabs on Grade:
25. Notching, boring and surfacing of existing wood members in preparation for structural steel connections shall be performed by carpenters only.
12. Provide adjustable connections for all members designated as AESS to facilitate adjustment to achieve the specified tolerance.
SITE PREPARATION 1.
Galvanize all lintels, shelf angles, beams and plates (including their associated shims, bolts and accessories) in direct contact with the exterior wythe of masonry. Additional members/assemblies shall be galvanized where noted on the drawings.
11. See architectural drawings for identification of members to be classified as "Architecturally Exposed Structural Steel (AESS)".
Concrete properties: See schedule on sheet S004.
B. Any damage resulting from the operations of the Contractor shall be repaired as directed by the Owner's representative at no additional cost to the Owner. 2.
22. Stud bearing walls shall have bridging at mid-height or 8'-0" o.c. max.
Detail, fabricate and place reinforcing and bar supports in accordance with the provisions set forth by the American Concrete Institute and the CRSI "Manual of Standard Practice."
7.
21. Do not cut or notch new or existing beams and joists.
Field cutting or burning of structural steel is prohibited.
10. Where plates, angles or other miscellaneous members require welding (either field or shop) or slip-critical connections, mask connection surfaces prior to shop priming and touch-up with primer after completing connection.
Provide shop drawings showing full information for reinforcing placement. Develop all member elevations and sections with pertinent elevations given, to clearly indicate the position of the reinforcement and construction joints, without reproducing sections, plans, or elevations from the design drawings.
20. Provide cross bridging between joists at third points. Spacing shall not exceed 8'-0" o.c.
6.
6.
9.
Steel framing shall be properly guyed, aligned and plumbed within AISC tolerances before proceeding with final connections.
Concrete construction shall follow requirements of ACI 301 "Specifications for Structural Concrete".
4.
D. Stairs and railings 2.
5.
REINFORCED CONCRETE
A. Verify all dimensions and accurately locate all existing columns, bearing walls and other structural members before beginning work.
14. The Engineer's review of a submittal shall not relieve the Contractor of their responsibility to follow the intent of the contract drawings.
J. Remove galvanizing from steel in the area of field welding. Repair abraded surfaces and coat weld with zinc-rich coating.
11. Structural fill including under footings:
Contractor shall be responsible for the proper and safe design of shoring systems for trenches and excavations.
If conditions disclosed during excavation and/or demolition reveal unforeseen conditions, promptly request direction from Architect before proceeding.
I. Use AWS certified welders for structural welding.
19. Unless noted otherwise, at the ends of all beams and girders, provide a built-up or solid post whose width is at least equal to the width of the member it is supporting and whose depth is 4" (nominal) at interior walls and 6" (nominal) at exterior walls.
E
7.
Contractor is solely responsible for means and methods during the course of the work. Do not damage or endanger the structural integrity of the Work or Existing Structure.
H. Electrodes shall be suited to grade and weldability of base metal.
D. Tests shall be performed for each lift at a rate of two tests per lift minimum and not less than one test per 100' of wall length.
S
6.
C. Backfill shall be placed in maximum of 8" loose lift thickness and compacted to 95% of Standard Proctor.
Refer to the Special Inspections tables on sheet S003 for special inspection requirements for the project.
18. Stagger top plate lap splices 32" minimum in straight wall runs. Do not splice
C. Wall: in accordance with Architectural drawings 32/16 span rating, APA rated EXP 1. 3.
All sheathing shall be APA grade stamped for specified span rating. Index stamp shall be visible on all sheets.
13. All rafters and joists shall align directly with studs below. Install additional studs where required.
4.
Floor sheathing shall be screwed and glued to framing using an APA approved elastomeric construction adhesive; stagger joints.
14. To avoid interference with placement of electrical and lighting fixtures, Contractor shall be responsible for ensuring that no joists are located at the center of rooms or at the center of picture windows. Coordinate joist locations to avoid conflict with lighting, plumbing, and HVAC fixtures.
5.
Sheathing shall be installed such that the long direction is perpendicular to the span of the floor framing.
6.
Provide AWPA C9 preservative-treated plywood as indicated on drawings and at plywood in contact with masonry and/or concrete or used with roofing, flashing, vapor barriers, and waterproofing.
STRUCTURAL DRAWING LIST SHEET NO. S001 S002 S003 S100 S101 S102 S103 S104 S301 S302 S303
DRAWING TITLE GENERAL NOTES ABBREVIATIONS & DESIGN LOADS SCHEDULES & SPECIAL INSPECTIONS FOUNDATION PLAN FIRST FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN ATTIC FRAMING PLAN ROOF FRAMING PLAN SECTIONS & DETAILS 1 SECTIONS & DETAILS 2 SECTIONS & DETAILS 3
ROCKWOOD PARKWAY
D. Provide standard AISC welded connections for connections of new work to existing steel beams and columns.
NOT FOR CONSTRUCTION
S001 C
KEAST & HOOD
2017 Kelly Synnott Architect, LLC
5.
G. Provide minimum weld sizes in accordance with AISC 360 Specification for Structural Steel Buildings.
17. Lap all top plates at corners and at intersection of partitions.
N/A
4.
B. Backfill shall be carried up evenly on both sides of wall to lower grade.
N
Refer to the Design Loads and Factors table on sheet S002 for code required loads for the project.
W
3.
F. All bolts, nuts, washers and related hardware for exterior and other galvanized steel construction shall be mechanically galvanized according to ASTM B695, Class 50.
16. Use double trimmers and double headers at all floor openings where beams are not designated. Provide double joists under partitions.
-
The applicable building code is 2012 IBC and 2012 IRC.
A. Before backfilling walls, grout and/or concrete shall have attained design strength, and all slabs and beams that are necessary for the stability of the walls shall be in place.
15. Provide double studs at the ends of walls and at the ends of wall openings.
-
2.
E. Minimum depth of shear connections shall be half the beam depth, two bolt minimum.
GENERAL NOTES
These notes serve as the specifications for the work.
Backfilling:
-
1.
9.
-
GENERAL
LVL LW LWC M MAS MATL MAX MECH MFR MIN MISC MO MONO MTL NIC NO. NOM NS NTS NWC OC OD O.F. O-O OPG OPP OSB OSL
Joint Kip (thousand pounds) Knee Brace Pound Ledger (board) Length Long Live Load Long Legs Back to Back Long-Leg Horizontal Long-Leg Vertical Location Longitudinal Low Point Long-Slotted Hole, Laminated Strand Lumber Laminated Veneer Lumber Long Way Light Weight Concrete Moment Masonry Material Maximum Mechanical Manufacturer Minimum Miscellaneous Masonry Opening Monolithic Metal Not In Contract Number Nominal Near Side Not To Scale Normal Weight Concrete On Centers Outside Diameter Outside Face Out-to-Out Opening Opposite Oriented Strand Board Outstanding Leg, Oriented Strand Lumber
OVS Oversized-Hole PAF Powder Actuated Fastener PC Precast Concrete, Piece PCF Pounds per Cubic Foot PED Pedestal PERP Perpendicular PREFAB Prefabricate(d) PL Plate PLF Pounds per Lineal Foot PLYWD Plywood PMF Premolded Filler PROJ Project(ion) PSF Pounds per Square Foot PSI Pounds per Square Inch PSL Parallel Strand Lumber PT Preservative-Treated, Post-Tensioned PVC Polyvinyl Chloride QTY Quantity R Radius RCMU Reinforced Concrete Masonry Unit RD Roof Drain RDK Roof Deck REF Reference REINF Reinforce(d)/ Reinforcement REQ(D) Require(d) RET Retaining REV Revise(d)/Revision RO Rough Opening RQMT(S)Requirement(s) RXN Reaction SC Slip-Critical (connection) SCHED Schedule SECT Section SF Square Foot SHRG Shoring SHTHG Sheathing SIM Similar SL Slope(d) SLBB Short Legs Back to Back SLV Sleeve SOD Slab On Deck SOG Slab On Grade SPA Space(s)/Spacing
SPEC(S) Specification(s) SQ Square SS Stainless Steel SSL Short-Slotted Hole STD Standard STIFF Stiffener STIR. Stirrup STL Steel STRUC Structural SUPT Support SW Short Way SYM Symmetrical T Top T/ Top of T&B Top and Bottom TC Terra Cotta TEMP Temporary, Temperature T&G Tongue and Groove THD Thread(ed) THK Thick(ness) TYP Typical UNO Unless Noted Otherwise U-P Underpinning V Shear VAR Varies VB Vapor Barrier VEF Vertical Each Face VERT Vertical VIF Vertical Inside Face, Verify In Field VOF Vertical Outside Face VR Vapor Retarder w/ With w/o Without WD Wood WI Wrought Iron WP Work Point, Waterproofing WT Weight WWF Welded Wire Fabric XS Extra Strong XXS Double Extra Strong Exist Dim or El (VIF)
DESIGN CODE: INTERNATIONAL BUILDING CODE 2012 ED DL (psf)
LL (psf)
TYPICAL FLOOR
15
40
GROUND SNOW LOAD (Pg)
25
ULTIMATE WIND SPEED (Vult ) (MPH)
115
RISK CATEGORY
ROOF
15
20
FLAT ROOF SNOW LOAD (P f )
30
NOMINAL WIND SPEED (Vasd ) (MPH)
90
SEISMIC IMPORTANCE FACTOR (I E )
RISK CATEGORY
II
MAPPED SPECTRAL RESPONSE ACCELERATION 0.2 SEC (SS)
0.119
WIND EXPOSURE
C
MAPPED SPECTRAL RESPONSE ACCELERATION 1.0 SEC (S1 )
0.051
ROOF AREA
LOAD (psf)
FACTOR
INTERNAL PRESSURE COEFFICIENT
VALUE
VALUE
FACTOR
II 1.0
SITE CLASS
D
-
-
-
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
DESIGN SPECTRAL RESPONSE ACCELERATION 0.2 SEC (S DS )
0.127
-
FLOOR OR ROOF AREA
-
0.082
ROCKWOOD PARKWAY
ALLOWABLE SOIL BEARING PRESSURE (psf)
1500
DESIGN SPECTRAL RESPONSE ACCELERATION 1.0 SEC (SD1)
LATERAL SOIL LOAD (pcf)
60H
SEISMIC DESIGN CATEGORY
B C 2017 KEAST & HOOD CO.
NOT FOR CONSTRUCTION
2017 Kelly Synnott Architect, LLC
JT k KB LB, # LDGR LEN LG LL LLBB LLH LLV LOCN LONGIT LP LSL
N/A
Equipment Each Side Excavate/Excavation Expansion Exterior Each Way Face of Fabricate Foundation Finish(ed) Floor Flange Fireproofing Framing Fiber-Reinforced Polymer Far Side Feet Footing Future Gage Galvanize(d) General Contractor Grade Gypsum Header Horizontal Each Face Hanger High Horizontal Inside Face Hook(ed) Horizontal Outside Face Horizontal High Point High Strength Bolt Height Horizontal & Vertical Heating, Ventilating, & Air Conditioning I.D. Inside Diameter I.F. Inside Face INFO Information INSTL Install/Installation INSUL Insulation INT Interior JST(S) Joist(s)
-
EQP ES EXCAV EXP EXT EW F/ FAB FDN FIN. FL FLG FP FRMG FRP FS FT FTG FUT GA GALV GC GR GYP HDR HEF HGR HI. HIF HK HOF HORIZ HP HSB HT H&V HVAC
-
Construction Manager Concrete Masonry Unit Column Combined Composite Concrete Condition Connection Construction Continuous Contractor Coordinate Cover Cap Plate Countersunk Center(ed) Cubic Yard Double Demolition/Demolish Depress(ed)/Depression Detail(s) Develop/Development Diameter DIAG Diagonal DIM(S). Dimension(s) DIR Direction DK Deck DL Dead Load DN Down do. Ditto DP Deep DWG(S) Drawing(s) DWL Dowel (E) Existing EA Each EF Each Face EJ Expansion Joint EL Elevation ELEC Electrical ELEV Elevator EMBED Embedment/Embedded ENGR Engineer EOD Edge Of Deck EOS Edge Of Slab EQ Equal
ABBREVIATIONS & DESIGN LOADS
CM CMU COL COMB. COMP CONC COND CONN CONST CONT CONTR COORD COV CP CSK CTR CY DBL DEMO DEPR DET(S) DEV
-
STANDARD ABBREVIATION ABV Above ADDL Additional ADH Adhesive ADJ Adjacent, Adjustment AESS Architecturally Exposed Structural Steel AFF Above Finished Floor AGG Aggregate ALT Alternate ANCH Anchor APRX Approximate AR Anchor Rod ARCH Architect(ural) BOT, B Bottom B/ Bottom of B-B Back-to-Back BAL Balance BEL Below BF Braced Frame BLDG Building BLK(G) Block(ing) BM Beam BP Base Plate BR Brace(ing) BRDG Bridging BRG Bearing BRK Brick BRKT Bracket BS Both Sides BSMT Basement BT Bent BTWN Between BYD Beyond CAIS Caisson CANT. Cantilever CAP. Capacity C-C Center-to-Center CE Concrete Encased CHAM Chamfer CI Cast Iron CIP Cast In Place CJ Control/Contraction Joint CL Centerline CLG Ceiling CLR Clear
S002 C
KEAST & HOOD
VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL CONTROLLED FILL PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY
X X X
1803, 1806
#3
OBTAIN APPROVED GEOTECH REPORT IF APPLICABLE
1804, 1808, 1809, 1810
do.
1803, 1804
do.
#4
#5 1705.6, 1804
X
do. #6
X
1705.6, 1804
do. #7
#8
#9
DEV. LENGTH
15
CLASS B SPLICE
19
DEV. LENGTH
19
CLASS B SPLICE
25
DEV. LENGTH
24
CLASS B SPLICE
31
DEV. LENGTH
29
CLASS B SPLICE
37
DEV. LENGTH
42
CLASS B SPLICE
54
DEV. LENGTH
48
CLASS B SPLICE
62
DEV. LENGTH
54
CLASS B SPLICE
70
#3
#4
#5
#6
#7
#8
#9 INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE
INSPECTION OF ANCHORS INSTALLED IN MASONRY
X
X FOR LEVEL C
1705.3, 1909.1
ACI 318: 3.8.6, 3.8.7, 8.1.3, 21.1.8 ACI 530: TABLE 1.19.2, 1.19.3
X FOR LEVEL B
[SEE GENERAL NOTES FOR REQUIRED PULL TEST] REFER TO MASONRY SECTION FOR LEVEL OF INSPECTION REQUIRED [SEE GENERAL NOTES FOR REQUIRED PULL TEST]
1. 2. 3. 4. 5.
7. INSPECTION OF FABRICATORS
INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT VERIFYING USE OF REQUIRED DESIGN MIX AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE & TECHNIQUES INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED
1704.2.5
X
1910.4
ACI 318: 3.5, 7.1-7.7
X
1904.2, 1910.2, 1910.3
ACI 318: Ch. 4, 5.2-5.4
1910.10
ASTM C 172 ASTM C 31 ACI 318: 5.6, 5.8
INTERIOR SLABS 5" THICK & LESS
4,000 psi
0.50
--
1910.6, 1910.7, 1910.8
ACI 318: 5.9, 5.10
ALL OTHER BUILDING CONCRETE
4,000 psi
0.55
SITE SLABS
4,000 psi
1910.9
ACI 318: 5.11-5.13
SITE WALLS & FOUNDATIONS
4,000 psi
X X X
15
CLASS B SPLICE
24
19
DEV. LENGTH
25
19
CLASS B SPLICE
32
25
DEV. LENGTH
31
24
CLASS B SPLICE
40
31
DEV. LENGTH
37
29
CLASS B SPLICE
48
37
DEV. LENGTH
54
42
CLASS B SPLICE
70
54
DEV. LENGTH
62
47
CLASS B SPLICE
80
62
DEV. LENGTH
70
54
CLASS B SPLICE
91
70
-
-
-
SCHEDULE IS BASED ON GRADE 60, UNCOATED REINFORCING IN NORMAL WEIGHT CONCRETE. CONCRETE STRENGTH INDICATED IS 28-DAY COMPRESSIVE STRENGTH. ALL LAP SPLICES SHALL BE CLASS B, UNLESS NOTED OTHERWISE. CLASS A SPLICE IS THE SAME AS DEVELOPMENT LENGTH. WHEN BARS OF DIFFERENT SIZE ARE SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF EITHER DEVELOPMENT LENGTH OF THE LARGER BAR OR SPLICE LENGTH OF THE SMALLER BAR. FOR HOOKED DOWELS IN FOOTINGS MEETING REQUIREMENTS OF ACI 318 12.5.3.a, THE HOOK LENGTH CAN BE 0.7 x TABLE VALUE. TOP BAR DESIGNATES HORIZONTAL BAR PLACED SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST BELOW THE BAR.
X
X
19
DEVELOPMENT LENGTH NOTES:
6.
GENERAL
DEV. LENGTH
-
SEE NOTE 2.
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
ACI 318: 6.1.1
#3
7
1" (#57)
#4
10
6%
1" (#57)
#5
12
0.45
6%
1" (#57)
#6
15
0.45
6%
1" (#57)
#7
17
#8
19
#9
22
* AIR-ENTRAIN CONCRETE SUBJECTED TO FREEZE-THAW ENVIRONMENTS. DO NOT ALLOW AIR CONTENT OF TROWELED FINISHED FLOORS TO EXCEED 3%.
STRUCTURAL TESTING & INSPECTION PROGRAM NOTES:
3
Face permanently exposed to earth or weather
2"
4"
Exterior Slab
11 2"
Interior Slab
3
4"
4xBAR DIA-#3 to #8 5xBAR DIA-#9 to #11
4xBAR DIA-#3 to #8 5xBAR DIA-#9 to #11 12xBAR DIA
NOTE: OWNER SHALL ENGAGE THE INDEPENDENT SPECIAL INSPECTION AGENCY. CONTRACTOR TO NOTIFY INSPECTOR OF PROGRESS OF CONSTRUCTION AND PROVIDE ACCESS TO THE SITE TO COMPLETE INSPECTIONS.
NOT FOR CONSTRUCTION
2017 Kelly Synnott Architect, LLC
Interior face
N/A
Walls:
STRAIGHT BAR EMBED LENGTH SAME AS DEVELOPMENT LENGTH
-
3"
-
3. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION OF THE PROJECT SPECIFICATIONS AND THE GENERAL NOTES. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY CONSTRUCTION WHICH FAILS TO MEET THE PROJECT SPECIFICATIONS AND IBC REQUIREMENTS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND THE ENGINEER IF UNCORRECTED. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.
5. ALL WELDS SHALL BE VISUALLY INSPECTED BY AN AWS CERTIFIED WELDING INSPECTOR. ALL PROVISIONS OF AWS D1.1/D1.1M "STRUCTURAL WELDING CODE STEEL" SHALL APPLY TO STEEL CONSTRUCTION. NON-DESTRUCTIVE TESTING OF WELDED JOINTS SHALL BE IN ACCORDANCE WITH AISC 360 SECTION N5.
Footings
DEVELOPMENT LENGTH OF STANDARD HOOK
SCHEDULES & SPECIAL INSPECTIONS
2. INSPECTIONS OF FABRICATORS IS NOT REQUIRED IF THE FABRICATOR IS APPROVED IN ACCORDANCE TO IBC SECTION 1704.2.5 AND CERTIFIES COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.
A. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR SHALL BE ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. FOR STRUCTURAL STEEL, INSPECTION TASK MUST BE COMPLETED FOR EACH MEMBER OR CONNECTION. B. PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT THE TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTIONS IS IN COMPLIANCE. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
4xBAR DIA (21 2" MIN.)
-
1. THE INTENTION OF THIS TABLE IS TO IDENTIFY THE CONSTRUCTION REQUIRING SPECIAL INSPECTION AS REQUIRED BY THE 2012 INTERNATIONAL BUILDING CODE (IBC). OWNER SHALL ENGAGE INDEPENDENT SPECIAL INSPECTION AGENCY. CONTRACTOR TO NOTIFY SPECIAL INSPECTOR OF PROGRESS OF CONSTRUCTION AND PROVIDE ACCESS TO THE SITE TO COMPLETE INSPECTIONS. EACH SPECIAL INSPECTOR IS RESPONSIBLE FOR JOB SPECIFIC ITEMS AS DEFINED IN CHAPTER 17 OF THE IBC (AND IN ACCORDANCE WITH THE SPECIFICATIONS).
-
STANDARD HOOK
4. FREQUENCY OF INSPECTIONS
ROCKWOOD PARKWAY
S003 C
KEAST & HOOD
7"
10"
7"
10"
7"
1/2" EXP JT w/ COMPRESSIBLE FILLER
7"
DOWEL NEW FTG INTO (E) FTG - SEE NOTE 2 8" CONC. WALL - TYP ASSUMED (E) CRAWL SPACE - VIF
6"
8"
6"
1'-0"
-
PATCH & REPAIR SLAB AS NECESSARY TO ACCOMMODATE NEW PLUMBING
6"
6"
1 1'-0" 2'-1 2"
1'-0"
6"
CMU INFILL OF (E) OPENING
-
-
6"
2" CONC. TOPPING SLAB w/ 2x OVERBUILD ON (E) SOG - SEE DETAIL 1/S301
(E) SOG
3'X 1
6"
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
8" 10"
3'X
8" 1'-4"
10"
8"
6"
1'-0"
'-0
"
3'-7"
CENTER COL UNDER (E) CONC BM
3'X 3'X
6"
SLOPE
61 2"
111 2"
1'-
0"
5" SOG - SEE NOTE 1
-
DOWEL NEW FTG INTO (E) FTG - SEE NOTE 2
8'
1
SCALE AT FULL SIZE 4"=1'-0" PLAN NOTES: 1. SLAB ON GRADE IS 5" w/ 6X6 w2.1Xw2.1 WWR. 2. DOWEL 2#5 6" INTO EXISTING FOOTING WITH HILTI HY200 ADH. CONTRACTOR TO VERIFY DEPTH OF EXISTING FOOTING.
2017 Kelly Synnott Architect, LLC
4'
1/4"=1'-0"
0
-
4'
-
S100
-
PLAN - FOUNDATION -
1
FOUNDATION PLAN
1/2" EXP JT w/ COMPRESSIBLE FILLER
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S100 C
KEAST & HOOD
(2) 2x8 (2) 2x8
(2) 2x10 1 3 4" x 9 1 2" LVL
(2) 2X12 LEDGER
-
(E) FLOOR SEE NOTE 1 (E) FLOOR SEE NOTE 1 9"
14" TJI230 @ 16" O.C.
(E) STL COL. TO REMAIN
ST
BE
L
DEMO (E) STL COL.
TO
IN
MA E R
OL )C (E 4'
8'
SCALE AT FULL SIZE 1 4"=1'-0" PLAN NOTES: 1. EXISTING FLOOR IS CONCRETE SLAB SUPPORTED BY 7" CONCRETE JOISTS w/ TERRACOTTA IN FILL. 2. SHEAR WALLS SHALL BE CONSTRUCTED AS FOLLOWS: SW-1 - 2x6 WSP STUD WALLS w/ 5 8" EXTERIOR SHEATHING. PROVIDE 8d COMMON NAILS SPACED 6" OC AT PANEL EDGES, AND 12" OC AT FIELD. 3. CONTRACTOR SHALL TAKE CARE WHEN CUTTING PENETRATIONS INTO EXISTING CONCRETE SLAB. PENETRATIONS SHALL BE LOCATED BETWEEN EXISTING CONCRETE JOISTS.
2017 Kelly Synnott Architect, LLC
0
1/4"=1'-0"
4'
-
S101
-
PLAN - FIRST FLOOR FRAMING
-
8 x 14 CONC. BEAM
FIRST FLOOR FRAMING PLAN
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
-
1
-
81 5
(E) CONC. BM
-
SW-1
8 x 14 CONC. BEAM
-
(E) WALL BEL
PO
W12 x 26 (FLUSH)
SW-1
SW-1
2 x 8 @ 16" O.C.
14" TJI230 @ 16" O.C.
2 x 8 @ 16" O.C. INFILL
W
SW-1
14" TJI230 14" TJI230 14" TJI230
(2) 2x8
NEW AREAWAY
(E TO ) CO RE L MA IN
6" CONC. SLAB
OVERBUILD (E) FLOOR w/ 2x8 @ 16" O.C. OVER 1 x SLEEPERS
SW-1
SHEAR WALL - SEE NOTE 2 - TYP
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S101 C
KEAST & HOOD
HEADER PER SCHED
HEADER PER SCHED
SISTER (E) 2X12 w/ NEW 2X12
2x10 @ 24" O.C.
(E) 2x12 @ 16" O.C.
(3) 2X10
(3) 2X10
2x10 @ 24" O.C.
2x8 @ 16" O.C. HEADER PER SCHED
(2) 2X12
(3) 2X10
(E) 2x12 @ 12" O.C.
(E) COL BEL TO REMAIN
4x4 COL ABV
4'
8'
SCALE AT FULL SIZE 1 4"=1'-0"
2017 Kelly Synnott Architect, LLC
0
1/4"=1'-0"
4'
-
PLAN - SECOND FLOOR FRAMING
-
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
-
S102
-
SECOND FLOOR FRAMING PLAN
HEADER - SEE SCHED
-
SISTER (E) BM w/2x12
(E) 2x12 @ 12" O.C.
(E TO ) CO RE L B MA EL IN REPLACE (E) STUD WALL w/ NEW 2x6 STUD WALL 6" SOUTH OF CURRENT LOCATION
-
(E) WF BM TO REMAIN
DEMO (E) COL BEL
(E) WF BM TO REMAIN
-
-
1
(E) 2x12
(E) (3) 2x12 w/ STL CHANNEL
HEADER - SEE SCHED
(2) 2X12
SISTER (E) 2X12w/ NEW 2X12
(E) 2x12 @ 12" O.C.
OPEN TO BELOW
(E) (3) 2x12 w/ STL CHANNEL
(E) 2x12 @ 12" O.C.
(E) 2x12 @ 12" O.C.
(E) 2x12 @ 12" O.C.
INFILL (E) STAIR OPENING
2x12 @ 16" O.C.
L
2x8 @ 16" O.C.
BE
(3) 2X10
ST LC OL
(3) 2X10
(E) WF BM TO REMAIN
(3) 2X10
(E) 2x12
(E TO ) CO RE L B MA EL IN
(2) 2X12
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S102 C
KEAST & HOOD
2x HEADER SEE E/S303
2x HEADER SEE E/S303
2x HEADER SEE E/S303
PL 21"x12" STL LINTEL
(E) 2x10 @ 12" O.C.
(E) 2x10 @ 12" O.C.
(E) (3) 2x10 ROOF - SEE S104 FOR FRAMING
-
(E) 2x10 @ 12" O.C. SEE NOTE 1
2x HEADER SEE E/S303
-
-
-
SISTER (E) 2x10 JSTS w/ 2x10 TO EXTEND TO BEAR ON NEW 2x4 STUD WALL
(E) 2x10 @ 12" O.C.
POST DN (E) 2x10 @ 12" O.C.
(2) 2x10 FLUSH
(3) 1 3 4"x9 1 4" LVL FLUSH
SCALE AT FULL SIZE 1 4"=1'-0" PLAN NOTES: 1. TRIM AND REATTACH EXISTING 2x10 JOISTS TO NEW FLUSH BEAMS w/ SIMPSON STRONG TIE LU28 FACE MOUNT HANGER.
2017 Kelly Synnott Architect, LLC
8'
1/4"=1'-0"
4'
-
0
-
4'
-
S103
ATTIC FRAMING PLAN
PLAN - ATTIC FRAMING -
1
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
(E) 2x10 @ 12" O.C. SEE NOTE 1
(E) 2x10 @ 12" O.C.
2x4 STUD WALL BEL
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S103 C
KEAST & HOOD
(E) RAFTERS - CUT & REATTACH TO NEW BMS - TYP
2X12 RAFTERS @ 2'-0" OC MAX
2X10
SHED DORMER ABV - SEE ARCH
2H X1 EQ EQ
IP
24"
-
( 2) 2X6
(2) 2X12 RIDGE BOARD
(E) ROOF TO REMAIN INFILL (E) ROOF OPENING w/ 2X6@16" OC
IP
2H 1 X )2 2 (
-
( 2) 2x6
)2 (2
( 2) 2x6
( 2) 2x6
2X10
-
2X10
OVER BUILD Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
2X10
2X12 RAFTERS @ 2'-0" OC MAX
8'
1
SCALE AT FULL SIZE 4"=1'-0"
2017 Kelly Synnott Architect, LLC
4'
1/4"=1'-0"
0
-
4'
-
S104
-
PLAN - ROOF FRAMING -
1
2x12 RAFTERS @ 2'-0" O.C. TYP
ROOF FRAMING PLAN
2x6 STUD BRG WALL BEL-TYP
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S104 C
KEAST & HOOD
JOINT SEALANT ON EXPOSED SURFACE AND ON BOTH FACES OF WALLS (TYP)
ISOLATION JOINT w/ 3 8" PMF & SEALANT
3
COLLAR ALL AROUND
16
16"x2"
2" 1
VAPOR RETARDER
CONST JT
CONTROL JOINT SEE NOTE
t/4
3
STD HOOK
HORIZ WALL REINF
DWGS DIAMETER, SEE UTILITY/PIPING FOR INSIDE
STD HOOK
ENGR NOTE: ADD REINF IF FIXED CORNER. HORIZ WALL REINF
DETAIL
A
HORIZ WALL REINF
ROLLED PL OR PIPE 1 WALL THK "w/MIN 4
6" LAP FOR WWF SEE DEVELOPMENT LENGTH SCHEDULE FOR BAR LAP LENGTHS
B
-TYPICAL REINFORCEMENT AT WALL INTERSECTIONS
S301
DETAIL
DETAIL
C
- TYPICAL PIPE SLEEVE
NTS
S301
NON-LIQUID BOND BREAKER BETWEEN SEALANT AND COMPR FILLER. MATERIAL SHALL BE POLYETHYLENE OR OTHER NON-LIQUID APPLIED RELEASE MATERIAL (TYP)
COMPRESSIBLE FILLER (NAIL TO CONCRETE ON ONE SIDE)
DRAINAGE COURSE CONTROLLED COMPACTED FILL
NOTES: 1. CONTROL JOINT SPACING MAX OF 36xt 2. t = SLAB THICKNESS - SEE PLAN
NTS
S301
t
CL PIPE
FULL HEIGHT OF WALL OR SLAB
CONC WALL
NOTE: VERTICAL REINF NOT SHOWN FOR CLARITY.
CORNER REINF CLASS B SPLICE LENGTH
PRECAST CONC BLOCKS TO SUPPORT REINF @ 4'-0" C-C (TYP)
THICKNESS OF JOINT (TYP)
FACE OF WALL OR OTHER FIXED ELEMENT PENETRATING SLAB
HORIZONTAL & VERTICAL
D
-TYPICAL SLAB ON GRADE DETAIL
NTS
S301
DETAIL
-EXPANSION JOINT
NTS NOTES: 1. DISCONTINUE ALL REINFORCEMENT BARS AT EXPANSION JOINTS.
NEW SLAB
3'-0" MIN
6" 2'- N MI
H
2" CLR (TYP)
NG T `B (T ' LA YP P ) LE
3'-0" MIN
#4@12" EW
DIAGONAL BARS TO BE INNERMOST LAYER OF REINF
LR
C 2" YP) (T
8"
-
2x JSTS @ 16" O.C.
-
2 x 4 SLEEPERS @ 16" O.C.
6"
-
2" CONC. TOPPING (E) CONC SOG
VARIES
6" #4B@12" EW
CONCRETE SLAB PER PLAN
-
FLOOR SHEATHING
SAWCUT TOP 11 2". BREAK OUT REST. DAMPEN EDGE OF EXISTING CONCRETE BEFORE PLACING NEW
POLYETHYLENE VAPOR RETARDER TUCK IN W/(E) VAPOR RETARDER AT EDGES
2" CLR (TYP)
8"
4"
(E) SLAB
DEMO (E) SLAB AS REQ'D.
#4x18"@12" OC DRILL & EPOXY W/ HILTI HIT HY 150
CIRCULAR
VARIES
2-#5 BARS x 5'-0" LG EA FACE T & B (TYP)
t SEE PLAN
LANDING/SIDEWALK SEE ARCH. DWGS FOR STAIR DIMS
EXTRA BARS EQUIVALENT TO AREA OF INTERRUPTED BARS. PLACE 1 2 THE NUMBER OF BARS ON EA SIDE OF OPG, ALL AROUND & ON EA FACE
`B' LAP LENGTH (TYP)
`B' LAP LENGTH (TYP)
2-#5 BARS x 5'-0" LG EA FACE (TYP)
DRAINAGE COURSE 1
CONTROLLED COMPACTED FILL
RECTANGULAR
S301
SECTION - NEW FLOOR INFILL AT GARAGE 1'
0
1'
2'
3'
3
E S301
DETAIL - TYPICAL STAIR SLAB ON GRADE
F
NTS
S301
DETAIL - TYPICAL ADDITIONAL REINFORCING @ WALL OPENINGS
SECTION - SLAB ON GRADE INFILL
G
NTS
S301
NOTES: 1. PROVIDE ADDITIONAL REINFORCING AT ALL OPENINGS AS SHOWN ABOVE, UNO. 2. DIMENSION BETWEEN ADJACENT OPENINGS SHALL BE GREATER THAN OR EQUAL TO WALL THICKNESS.
SCALE AT FULL SIZE 4"=1'-0"
NTS
1
2"
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
SHEATHING
STONE ARCH TO MATCH EXISTING AREAWAY WALL BYD 2"
(E) 14" RUBBLE STONE WALL w/ 4" FURRING
T/ GRADE SEE ARCH
12" CONC WALL 10" @ SIM
(E) CONC. BM
PL 1 2" X 7" X 3'-3" LINTEL
EQ EQ
EQ EQ WF BM - SEE PLAN
8" MIN
8"
3 1 2" STD PIPE COL
#5 @ 12" #5 @ 9 " AT SIM
8"
STONE FACADE - SEE ARCH
NEW WINDOW - SEE ARCH
#4 @ 12" O.C. 3" SOG
DOWELS TO MATCH VERT REINF
DRIVEWAY - SEE CIVIL
SLOPE
PL 3 4"x12"x12" w/ (4) 5
#4 @ 12" O.C.
#4@12" OC 3#5
2 # 5 CONT. 1'-0"
1'-0"
1'-0"
3'-0"
FOOTING BYD
DRAINTILE w/ GRAVEL & FILTER FABRIC WRAP TYP
-
1'-8"
3" CLR
2'-0"
3" CLR
2'-0"
3#5
B/ FTG TO MATCH (E) B/ WALL FTG
3" CLR
3" CLR
1'-0"
3#5 CONT
-
4" MIN
3#4
8
2 S301
SECTION - POST SUPPORT 1'
0
1' 3
SCALE AT FULL SIZE 4"=1'-0"
2'
3
3'
S301
SECTION - WALL FOUNDATION 1'
0
1' 3
SCALE AT FULL SIZE 4"=1'-0"
2'
4
3'
S301
SECTION 1'
0
- AT AREAWAY 1' 2'
5
3'
SCALE AT FULL SIZE 3 4"=1'-0"
NOT FOR CONSTRUCTION
S301
SECTION 1'
0
- FOUNDATION WALL 1' 2'
2017 Kelly Synnott Architect, LLC
SOG - SEE PLAN
DOWELS TO MATCH VERT REINF
SOG - SEE PLAN
.
DOWELS TO MATCH VERT. REINF
#4 @ 12' O.C.
#4 @ 12' O.C.
-
EXP JNT w/ COMPRESSIBLE FILLER
2
2"
-
1
#4 @ 12" O.C.
SECTIONS & DETAILS 1
PL 1 2"x12"x6" w/ (2)
1
ROCKWOOD PARKWAY
3'
3
SCALE AT FULL SIZE 4"=1'-0"
S301 C
KEAST & HOOD
2x NAILER PLATE
TJI JST - SEE PLAN
SHEATHING
TJI JST - SEE PLAN
TJI JST - SEE PLAN
SHEATHING
(E) CONC BM - CONTRACTOR TO VIF
(2) 2 x 12 PT LEDGER
2 x NAILER PL 1 4" STIFFENER
(2) ROWS 5 8 ANCHORS
1 1 4" RIM BOARD
PL 3 4" x 4" x 8" w/ (2) 8
4" MIN
5
WF BM - SEE PLAN
1 S302
SST ITS 2.37/14 TOP FLANGE HANGER
CONC. FDN WALL
SECTION - JST HANGER @ STL BM 1'
0
WF BM - SEE PLAN
2
1'
2'
SST ITS 2.37/14 TOP FLANG HANGER
2x6 PT NAILER PLATE w/ 21 BOLTS @ 48" OC, 12" MAX FROM CORNERS OR CODE APPROVED PLATE STRAPS @ 48" OC
S302
SCALE AT FULL SIZE 1"=1'-0"
SECTION - JST SEAT AT FOUNDATION WALL 1'
0
1'
3
2'
S302
SCALE AT FULL SIZE 1"=1'-0"
4" MIN.
CONC WALL - SEE PLAN
SECTION - @ LEDGER 1'
0
SECTION
4
1'
1" NON - SHRINK GROUT
2'
3'
1'
S302
0
- STEEL BEAM SEAT CONNECTION 1' 2' 3'
SCALE AT FULL SIZE 3 4"=1'-0"
SCALE AT FULL SIZE 3 4"=1'-0" #4@12" OC #4@12" OC
1
6"
1
SST LRU212Z
3"
#4@12" OC
RIDGE BOARD - SEE PLAN
#4@12" OC
6"
TJI JSTS - SEE PLAN
2#4 CONT
-
-
5'-21 2"
CONC FDN WALL - SEE PLAN 6"
-
-
CONC FDN WALL - SEE PLAN DOWELS TO MATCH VERT REINF
2x8 COLLAR TIE
6
RAFTER SEE - PLAN
S302
RAFTER - SEE PLAN
SECTION 1'
0
- REAR PATIO 1' 2'
3'
3
SCALE AT FULL SIZE 4"=1'-0"
(4) 1 2 ANCHORS STL COL - SEE PLAN PL 3 4" X 12" X 12"
1'-0" 2"
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
2"
SST H10S RAFTER TIE - TYP
SST LUS26 FACE MOUNT HANGER - TYP
JST - SEE PLAN
(E) RUBBLE STONE FDN WALL
0
1'
S302
3
3
SCALE AT FULL SIZE 2"=1'-0"
0
- @ FIRST FLOOR STAIR INFILL 1' 2' 3'
SCALE AT FULL SIZE 4"=1'-0"
SCALE AT FULL SIZE 4"=1'-0"
SHEATHING
SISTER 2X10 TO (E) JST
T/JST DEPRESSED BEL T/FLOOR COORD w/ ARCH
2x NAILER
SISTER 2X10 TO (E) JST
CONC BM - SEE PLAN 1
2
ANCH w/ 3 5 8" MIN EMBED
SST LUS26 FACE MOUNT HANGER - TYP
JST - SEE PLAN
SST LUS26 FACE MOUNT HANGER - TYP
JST - SEE PLAN
TJI JSTS - SEE PLAN 2#5 T & B
#3@12" OC STIRRUPS
9 S302
SECTION 1'
0
- @ SECOND FLOOR STAIR INFILL 1' 2' 3' 3
SCALE AT FULL SIZE 4"=1'-0"
10 S302
SECTION 1'
0
- @ SECOND FLOOR CURBLESS SHOWER 1' 2' 3' 3
SCALE AT FULL SIZE 4"=1'-0"
NOT FOR CONSTRUCTION
11 S302
SECTION 1'
- @ CONCRETE BEAM ABOVE GARAGE 0 1' 2'
2017 Kelly Synnott Architect, LLC
1
1'
SECTION
SEE DETAILS
S302
8
- @ NEW FIRST FLOOR COLUMN 1' 2' 3'
-
4'
SECTION
-
2'
7
- @ NEW ROOF 0 2'
-
S302
SECTION
-
5
(E) CONC FLR JSTS w/ TERRACOTTA INFILL
SECTIONS & DETAILS 2
6" MIN
1'-0"
1" NON-SHRINK GROUT
2x8 PT LEDGER w/ 2- ROWS 1 4 HILTI KH-EZ SCREW ANCHORS @ 32" OC, STAGGERED & 1 5 8" EMBED (ES)
(E) STAIR OPENING
ROCKWOOD PARKWAY
SCALE AT FULL SIZE 1"=1'-0"
S302 C
KEAST & HOOD
WALL LENGTH VARIES (SEE PLAN; COORD w/ ARCH DWGS)
ROOF
SIMPSON SDS 1 4"x31 2" SCREWS 1
SIMPSON SDS 4"x6" SCREWS
3 ROWS @ 12" OC STAGGERED
3 ROWS @ 12" OC STAGGERED
DO NOT USE
2 ROWS @ 24" OC STAGGERED
2 ROWS @ 19.2" OC STAGGERED
2 ROWS @ 16" OC STAGGERED
2 ROWS @ 24" OC STAGGERED
2 ROWS @ 19.2" OC STAGGERED
DO NOT USE
DO NOT USE
2 ROWS @ 16" OC STAGGERED
DO NOT USE
NOTES: 1. INSTALL SPECIFIED CONNECTORS ON BOTH SIDES OF BUILT-UP BEAM FOR ASSEMBLY B AND ASSEMBLY C (DOES NOT INCLUDE THROUGH BOLTS). 2. 5" (MINIMUM) END DISTANCE FOR BOLTS AND SCREWS. 3. BOLTS REQUIRE WASHERS BOTH SIDES - HOLE TO BE 9 16" DIAMETER (MAXIMUM).
NAIL SPACING @ 6" O.C. MAX AT INTERMEDIATE WALL FRAMING MEMBERS PROVIDE FULL BLOCKING & FULL EDGE CONDITION NAILING AT ALL PANEL JTS 5
NAIL SPACING @ PANEL EDGES PER PLAN NOTES ON S101
SIMPSON HDU8-SDS2.5 w/ 20 SDS 1 4"X2 1 2" SCREWS
7
(2) 2x6 BUILT-UP STUD POST @ EA END @ EA FLR
8
w/ STD HOOK, MIN. 8" EMBED @ 24" OC
8
BOLT w/ HILTI HY-200 w/ 24" EMBED 2x SILL PL (PT)
REFER TO DETAIL 2/S303 FOR SHEAR WALL CONNECTION TO CONC
CONC WALL BEL (SEE PLAN)
T/SLAB OR FDN WALL (SEE PLAN) CONC. WALL BELOW
FLR
ASSEMBLY A
ASSEMBLY B
ASSEMBLY C
PL WASHER 21 2"x21 2"x1 4" @ BASE HOLD DN, TYP
POST ANCHOR BOLTS B S303
ELEVATION
C
- TYPICAL WOOD SHEAR WALL
NTS
S303
SECTION 1'
0
-
- @ TYP WOOD. SHEAR WALL BASE 1' 2' 3'
-
3
-
SCALE AT FULL SIZE 4"=1'-0"
1'-6"
SEE PLAN 3
L4x3 2x
4
L5x5x L5x5x
5
16 16
L 5 x 31 2 x 1 4
L 5 x 5 x 38
L 6 x 31 2 x 5 16
L 6 x 6 x 38
4" x 8" NOM DIMENSION PRECAST LINTEL w/ 1-#4 T&B
6" x 8" NOM DIMENSION PRECAST LINTEL w/ 2-#4 T&B
1
COLUMN
COLUMN
3
FDN WALL
PMF & SEALANT
F
BEARING AND NON-LOADBEARING WALL LINTEL SCHEDULE NOTES:
S303
HEADER, SEE SCHEDULE
DETAIL
8"
NTS
S303
4 #4 CONT
DETAIL
1'-0"
Structural plans certified as provided in Section 106.1.4.1 of the DC Construction Codes supplement as amended to date
1'-0"
- STEP IN SLAB ON GRADE
NTS
SEE PLAN FOR WWF
T/SLAB EL SEE PLAN
2x SILL PL
11 2"
#4@12"
8" (E) JOIST
-
NEW SISTER
G
- ISOLATION JOINTS @ COLUMN BASE
DRIVEWAY - SEE CIVIL
2x JACK STUD UNDER HEADER, SEE SCHEDULE
2 #4 T&B CONT
8"
1. GALVANIZE ALL LINTELS IN EXTERIOR WALLS AND EXTERIOR WALL BACKUP. 2. MINIMUM THICKNESS OF LOOSE LINTEL ANGLES IN EXTERIOR WALLS TO BE 5 16". 3. BEARING WIDTH SHALL BE 1" PER FOOT OF CLEAR SPAN ON EACH END. MINIMUM WIDTH SHALL BE 8" IN BEARING WALLS, AND 6" IN NON- LOADBEARING WALLS, UNO. 4. GROUT CMU FOR (16") x (FULL HEIGHT OF OPENING) TO UNDERSIDE OF LINTEL BEARING (TYP, UNO). 5. GROUT OPEN CELLS OF UPPER COURSES MONOLITHICALLY w/ U-SHAPED BLOCK LINTEL. 6. PRECAST CONCRETE (PC) LINTELS SHALL BE MADE OF 3000 PSI CONCRETE (MINIMUM 28 DAY COMPRESSIVE STRENGTH). 7. USE (2) 4" PC UNITS FOR 8" WALL, 4" + 6" PC UNITS FOR 10" WALL, (2) 6" OR (3) 4" PC UNITS FOR 12" WALL, ETC. 8. USE ARCHITECTURAL AND MECHANICAL DRAWINGS TO COORDINATE LINTEL ELEVATIONS WITH DOOR SCHEDULE, CEILING HEIGHTS, DUCT ELEVATIONS, ETC. SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW WITH THIS INFORMATION.
T/ SLAB SEE PLAN
2
NOTES: 1. HEADERS AND JAMBS ARE TYPICAL UNO, SEE PLAN. 2. ALL JACK STUDS SHALL BE SPF NO. 1/NO. 2 OR BETTER.
1 S303 3
(2) ROWS 38 x 3 21" LONG @ 24" OC, STAGGERED
DETAIL
- SLAB TURNDOWN @ GARAGE DOOR
NTS
4"=1'-0"
-
ALTERNATE: (2) ROWS 16d BOX NAILS @ 12" OC, STAGGERED, THRU NEW SISTER & (1) ROW 16d BOX NAILS @12" OC @ MIDHEIGHT THRU (E) JOIST
2017 Kelly Synnott Architect, LLC
1
4
#4@12
SEE DETAILS
1
L4x3 2x
5
16
#4 CONT
-
1
L5x5x
SLAB CONTROL & CONST JT PATTERN (SEE TYP SOG DETS)
-
1
4
5
SECTIONS & DETAILS 3
L3 2x3 2x
1
SEE PLAN
1
8" PMF & SEALANT
T/ SLAB SEE PLAN
SLAB THICKNESS SEE PLAN
1
L 5 x 5 x 5 16
2'-6" MIN
L 31 2 x 31 2 x 1 4
#4@12
1'-6" MAX
-
1'-6"
ROCKWOOD PARKWAY
NOT FOR CONSTRUCTION
S303 C
KEAST & HOOD
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
1
- Date
-
25 SEP 2017 PERMIT SET -R 1
-
EVISIONS
10 NOV 2017
© 2017 Kelly Synnott Architect, LLC
NO SCALE
- Scale
MECHANICAL NOTES
- Drawing
-
MANUAL J UPDATED
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
M100
1
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
1
- Date
-
25 SEP 2017 PERMIT SET -R 1
-
EVISIONS
10 NOV 2017
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
CELLAR PLAN - MECHANICAL
- Drawing
-
W
S
N
E
DUCT LAYOUT REVISED COMBUSTION AIR PROVIDED
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
M101
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET -R 1
-
EVISIONS
10 NOV 2017
DUCT LAYOUT REVISED
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
FIRST FLOOR PLAN - MECHANICAL
- Drawing
-
W
S
N
E
1
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
M102
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
FIRST FLOOR PLAN - MECHANICAL
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
M103
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
ATTIC PLAN - MECHANICAL
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
M104
2
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
30 AUG 2017 PERMIT SET -R 2
-
EVISIONS
9 DEC 2017
S © 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
W
- Scale
ELECTRIC DIAGRAMS & PANEL SCHEDULE
- Drawing
-
N
E
DEMAND LOAD ADDED
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
E100
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
30 AUG 2017 PERMIT SET -R
2
-
EVISIONS
9 DEC 2017
2
DISCONNECT ADDED GFCI ADDED
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
CELLAR PLAN - ELECTRICAL
- Drawing
-
W
S
N
E
2
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
E101
2
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
2
-
30 AUG 2017 PERMIT SET -R
9 DEC 2017
2
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
FIRST FLOOR PLAN - ELECTRICAL
-
W
S
N
E
DISCONNECTS ADDED GFCIS ADDED
- Drawing
2
-
EVISIONS
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
E102
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
30 AUG 2017 PERMIT SET -R
-
EVISIONS
9 DEC 2017
2
GFCI ADDED
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
FIRST FLOOR PLAN - ELECTRICAL
- Drawing
-
W
S
N
E
2
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
E103
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET EVISIONS
-
© 2017 Kelly Synnott Architect, LLC
1/4"=1'-0"
- Scale
ATTIC PLAN - ELECTRICAL
- Drawing
-
W
S
N
E
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
E104
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET -R
-
EVISIONS
10 NOV 2017
1
© 2017 Kelly Synnott Architect, LLC
NO SCALE
- Scale
- Drawing
PLUMBING RISER DIAGRAMS
NOTES ADDED
3 P100
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016 1 1
2 P100
1 P100
P100
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
□ Prescriptive Project Type:
□ New Building
[email protected]
□ Trade Off □ Addition
- Date
-
25 SEP 2017 PERMIT SET -R
EVISIONS
-
≥ ≥
≥
DCRA Energy Verification Sheet
This Energy Verification Sheet is based on DOE's Store and Score spreadsheets and was adapted to fit the 2013 DC Energy Concervation Code. This verification sheet does not replace the 2013 DC ECC or 2012 IECC and is included for DCRA to verify significant requirements during permitting and inspection. The project team shall design and install the building to the full energy code whose measures specific to the project may not be included in this sheet. The project team shall also include this document into their drawings and fill it in for low-rise residential projects completing Level 3 Alterations or new construction. Elements that are not applicable to the scope of work shall be marked "N/A" in the "Designer Identified Drawing Page #" & "Plan Value" columns. Elements that are applicable shall be marked with the relevant page number where the item is specified in the drawings. Exemptions to items on this sheet shall be indicated so that plan reviewers and inspectors may verify compliance by code section number references and brief description. Projects using the Performance Path need to fill in only the highlighted, mandatory rows. Other Compliance Approaches require filling in all rows. Completion of this page does not absolve project teams from providing other energy verification documentation.
- Drawing
-
≥
© 2017 Kelly Synnott Architect, LLC
≥
NO SCALE
≥ R-3. ≥
-
≥
- Scale
≥
ENERGY VERIFICATION SHEET
≥
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
GB101
200 Q STREET, NE APT. 2242 WASHINGTON, DC 20002 (703) 307-2891
[email protected]
- Date
-
25 SEP 2017 PERMIT SET
© 2017 Kelly Synnott Architect, LLC
-
NOT TO SCALE
- Scale
-
EVISIONS
THERMAL ENVELOPE DIAGRAMS
- Drawing
-
-R
ROCKWOOD PARKWAY 4929 ROCKWOOD PARKWAY NW WASHINGTON, DC 20016
NOT FOR CONSTRUCTION
GB102