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Design Criteria: Wood Framing:
1. Wood framing shall be connected in accordance with 2015 IRC unless noted otherwise. Materials shall be as
Code Edition: 2015 /RC (International Residential Code) follows:
ABBREVIATIONS SYMBOLS LEGEND
-Sill Plates on Concrete: Preservative Treated Douglas Fir Larch No. 2, Southern Yellow Pine No. 2, or TOWN STAMP
Loads used in design are as follows: TrusJoist StrandGuard Timberstrond LSL 1.3E. 0 AT FON FOUNDATION SIM SIMILAR
-Studs: Douglas Fir Larch No.2 A.B. ANCHOR BOLT FF FINISHED FLOOR SQ SQUARE A REVISION MARK
Dead -Sawn Headers & Beams: Doug/as Fir Larch, No. 1/No. 2 AFF ABOVE FINISHED FLOOR FRP FIBER REINFORCED PANEL SS STAINLESS STEEL ELEVATION MARK
Roof 20 psf max. (includes 3.5 psf for solar panels) -Laminated Veneer Lumber (VL): ARCH ARCHITECT FT FOOT STD STANDARD
B. 0,8.0. BOTTOM OF FTG FOOTING STL STEEL 0 1 SECTION CUT LABEL
Floor 20 psf max. 1 1/2" wide shall be Boise Cascade 1.7E 2400 DF or approved equal BF BOTTOM OF FOOTING GL GLU-LAM T. - T.O. TOP OF
1 3/4" wide shall be Boise Cascade 2.0E 2800 OF or TrusJoist 2.0E Microllam LVL or approved equal BLDG BUILDING H.A.S. HEADED ANCHOR STUD T&B TOP AND BOTTOM A ELEVATION VIEW LABEL
Floor Live Loads 1/2" wide or greater shall be Boise Cascade 2.0E 3100 OF TrusJoist 2.0E Para/lam PSL or approved equal BM BEAM HORIZ HORIZONTAL T.O.W. TOP OF WALL 359
Floors 40 psf BRG BEARING HT HEAVY TIMBER TYP TYPICAL 0 GRID LINE
-Exterior Glu-Lam Beams(GL): Rosboro Treated Glu/am - Balanced Layup 24F-1.8E.
BW BOTTOM OF WALL INT INTERIOR U.N.O. UNLESS NOTED OTHERWISE n BEAM POCKET
Snow Load is the greater of C.I.P. CAST IN PLACE JT JOINT VERT VERTICAL
2. Hanger-type connections shall be made with Simpson Strong-Tie connectors and manufacturer-supplied fasteners. C- BEAM HANGING
Roof Snow Load 100 psf if < 4:12 and 80 psf if > 4:12 C✓ CONTROL JOINT MANUF MANUFACTURER V.I.F. VERIFY IN FIELD
Wood columns shall be extended to foundations, or stud blocking the same size as the column installed tight in CLR CLEAR MAX MAXIMUM VL VERSALAM ®-, BEAM BEARING
the joist space under the column. CMU CONCRETE MASONRY UNIT MIN MINIMUM .L BEARING, JOIST OR RAFTER
Wind Design Data CONC CONCRETE O.A.E. OR APPROVED EQUAL 0 COLUMN ABOVE
Ultimate Wind Speed. 115 mph 3. Steel fasteners in contact with pressure treated wood shall be hot dipped galvanized or have other corrosion CONT CONTINUOUS O.C. ON CENTER ■ COLUMN
DESIGN
Wind Exposure: C protection in accordance with IRC requirements. (E) EXISTING O.H. OVERHANG ® TOP OF COLUMN
Seismic Design Data EA EACH PLY PLYWOOD
= WALL STEP
Ss= 0.258 General Requirements: E.O. EDGE OF PT PRESSURE TREATED I FOOTING STEP
E.S. EACH SIDE RE: REFERENCE
S1= 0.073 A. Structural erection and bracing: The structural drawings illustrate the completed structure with all EXP EXPANSION REINF REINFORCE PLYWOOD/SLAB STEP
Site Class D elements in their final positions supported and braced. The contractor, in the proper sequence, shall EXT EXTERIOR R.O. ROUGH OPENING -
Sds= 0.274 provide shoring and bracing as may be required during construction to achieve the final completed FD FLOOR DRAIN SF SQUARE FEET �,���%.
Sdl= 0.117 structure. Contact engineer for consultation (not in contract) as required. = ,p0 LIC ����
Seismic Design Category B B. Shop drawings: Submit shop and erection drawings for all structural steel, modular building units, %Q-4•••••••• 1
manufactured trusses, engineer to review prior to fabrication. This review is for general compliance with .. .. �ART�•tr,� iii
Basic Structural System: Light Wood Framing with Wood framed bearing walls the intent of the structural design. The manufacturing or fabrication of any items prior to written ; ._, ' __F
Seismic Force Resisting Systems: Light frame (wood) walls sheathed with wood structural panels review of the shop drawings will be at the risk of the contractor. The architect and/or contractor are MATER/ALS LEGEND . kO,
33878 -i . __rated for shear resistance responsible for checking quantities, dimensions and coordination with other trades. I CAST IN PLACE CONCRETE i+ 5/31/17;�Light frame walls with shear panels of other materials C. Dimensions: Check all dimensions against field and architectural drawings prior to construction. Do not •
ISteel ordinary Moment Frames. scale drawings. I CONCRETE MASONRY UNIT +► .Response Modification Factors: D. Construction practices: The general contractor is responsible for means, methods, techniques, r �t � +;•'••'� �'
wood structural panels R = 6.5 sequences and procedures for construction of this project. Notify structural engineer of omissions or -1 CLAY MASONRY / BRICK k � ONAL _
other materials R = 2.5 conflicts between the working drawings and existing conditions. -,~"..
Steel systems R = 3.5 E. Coordinate requirements for mechanical/electrical/plumbing penetrations through structural elements with STEEL DISCIPLINE STAMP
Seismic Response Coefficients: structural engineer. Prior to installation of such equipment or other items to be attached to the DIMENSIONED LUMBER
wood structural panels Cs = .051 structure, the contractor shall obtain approval for connections and support. Contractor shall furnish
other materials Cs = .164 required hangers, connections, etc. required for installation of such items, unless specifically noted on I I BLOCKING
steel systems Cs = .094 plans.
Design by Equivalent Lateral Force Procedure F. Jobsite safety is the sole responsibility of the contractor. All methods used for construction shall be in PLYWOOD
accordance with the latest edition of the IBC.
G. The structural engineer may make periodic observation visits to the jobsite for determination of general 1 _________ NATIVE SOIL
Geo-Technical Information: conformance with the construction documents. Such observation visits shall not replace required COMPACTED SOIL
inspections by the governing authorities or serve as "special inspections" as may be required by Section 1. The foundation design was prepared in accordance with the geotechnical report by Cesare, Inc., revised 17 of the International Building Code. t,,,_,,,,., GRAVEL
version issued February 13, 2017. Footings were designed for an allowable bearing pressure of 2500 psf H. Though every effort has been made to provide a complete and clear set of construction documents,
discrepancies or omissions may occur. Release of these drawings anticipates cooperation and continued
and basement walls for an equivalent fluid pressure of 65 pcf. Minimum footing widths = 16" for
communication between the contractor, architect and engineer to provide the best possible structure.
continuous footings and 24" for isolated pads. Footings shall bear on undisturbed native soils a
minimum of 48" below adjacent finished grade. Subsurface drainage, excavation, backfilling, surface These drawings have been prepared for the use of a qualified contractor experienced in the construction
drainage, and compaction shall be done in accordance with the recommendations in the report. A techniques and systems depicted. 1111CC
representative of the soils engineer shall verify soil conditions and allowable soil bearing pressures at the
time of excavation.
Deferred Submittals.•
Reinforcing Steel: A. When received and reviewed by the Engineer of Record, the following deferred submittal items will be
A. All reinforcement detailing, fabrication and placement shall conform to the ACI Details and Detailing of submitted to the building official for review and approval:
Reinforcement (ACI 315-08). - Modular Building Units
B. Unless noted otherwise, all reinforcing shall be of high grade deformed bars conforming to ASTM A615, - Manufactured Wood Trusses
grade 60. Welded reinforcing bars shall be ASTM A706, grade 60. - Stairs and Railings
C. Welded wire fabric shall conform to ASTM A 185, grade 60 and be lapped a minimum of one full mesh
plus two inches at side and end splices and be wired together. Z
D. Continuous top bars shall be spliced at mid-span and continuous bottom bars over supports.
E. At corners make bar continuous through discontinuity or provide corner bars. Corner bars to extend
0
and lap splice each side of corner. Header Schedule Spread Footing Schedule
F. Contractor shall place (2)-i5's vertically full height of wall at high side of all wall steps higher that
4'-0" in addition to wall reinforcing shown otherwise. Mark Header Column Each End Remarks
ID Plan Dimension Depth Reinforcement Remarks
H1 (3)-2x10 (1)-2x6 Trimmer&(1)-2x6 King Stud Q
F2x2 2'-0"x2'-0" 12" (3)-#5's Each Way i
Reinforced Concrete: H2 (3)-2x10 (2)-2x6 Trimmer&(2)-2x6 King Stud
(4)-#5's Transverse&(3)-#5's
A. All structural concrete had been designed in accordance with ACI 318-08. All structural concrete F2x3 2'0'x3'-0" 12" Longitudinal CI)
construction work shall conform to ACI 301-08 (or latest edition) unless noted otherwise. H3 3 4"x 9 %2" VL (2)-2x6 Trimmer&(2)-2x6 King Stud
B. Cast in place concrete shall be made with type I/I/ or type V sulfate-resistant cement with fly ash to F3x3 3'0'x3'0" 12" (4)-#5's Each Way
maintain the following requirements, admixtures containing chloride salts shall not be used. H4 5 1/4 'x11 7/3" VI (3)-2x6 Trimmer&(3)-2x6 King Stud
Element: w/c Ratio: Strength: Entrained Air F4x4 4'0"x4'0" 16" (5)#5's Each Way
H5 W16x57 W16x57 Moment Frame
Footings 0.50 3000 psi NR
H6 (4)-2x10
(1)-2x4 Trimmer and King Stud Each In 2x10 width Concrete Pier Schedule ISSUE Permit Set
Walls 0.50 3000 psi 5-7% Wall or(1)-2x70 Trimmer and King Stud wall
Interior Flatwork 0.53 4000 psi NRIn 2x10 width Vertical
H7 (4)- 1 3/4 "x 11 /8" VI (2)-2x10 Trimmer&(1)-2x10 King Stud wall Mark Size Reinforcing Ties Remarks
Exterior and Garage Flatwork 0.45 4500 psi 5-7% DRAWN BY: JJP
H8 5 4"x14" VL (3)-2x6 Trimmer&(2)-2x6 King Stud CP 1.0 12': (3)-#5's #3 Ties Q 18"o.c. See 6/55.00
C. Concrete coverage for reinforcing steel less than #5's, shall provide the following:
CHECKED BY: MN
1. Concrete poured permanently against earth: 3" H9 (5) 1 3/4 "x18" VI (5)-2x10 Trimmer&(1)2x10 King Stud In 2x10 width CONSULTANT
2. Concrete poured in forms (exposed to weather, fluid or earth): 1 1/2" wall CP1.7 1'-0"x l'-8" (6)-#5's #3 Ties 0 18"o.c. See 7/55.00
3. Concrete (not exposed to weather, fluid, or earth) 3/4 In 2x10 width
• Slabs and walls 1" H10 (5)- 7 'x24" VI (5)-2x 10 Trimmer&(1)-2x 10 King Stud
wall
• Beams and columns 1 1/2" SSGM
D. Hot and cold weather concreting procedures shall conform to the recommendations in the ACI Manual Note: 3 I/2", 5 1/4 ", and 7"width VL beams may be equal width multiple plys of 1 3/4 " VL unless noted
of Concrete Practice. otherwise. Multiple 1 3/4" VL beams may be equal, solid width VL unless noted otherwise. Embed Plate Schedule
E. Bolts for beam and column bearing plates shall be set with templates.
F. Expansion bolts shall be placed a minimum of 6 bolt diameters from concrete edge and maintain a 10 118 West Sixth Street, Suite 200
bolt diameter in spacing, unless noted otherwise. Mark L Size Glenwood Springs, CO 81601
G. Any stop in concrete work must be made at third point of span with vertical bulkheads and horizontal
shear keys, unless noted otherwise. Slabs, footings, beams and walls shall not have joints in a Continuous Footing Schedule 970.945.1004 www.sgm-inc.com
horizontal plane.
EP1 L 4x4x3/8 x 8" See Steel Framing Details for Remainder of Information
Grout: SHEET TITLE
A. All grout beneath column plates and steel beams at bearing shall be non-shrink, non-metallic type Width Depth, in. Toe Width Reinforcement Remarks EP2 16x6x3/8 x 12"
grout.
B. Grout shall have a minimum compressive strength of 5000 psi. Building 1 - General
2'-0" 8" Centered (3)-#5's Continuous Horizontal
Structural Steel: Structural Notes &
A. Structural steel shall be detailed, fabricated and erected in accordance with the latest provisions of 3'-0" 12" Centered (4)-#5's Continuous Horizontal Schedules
A/SC "Manual of Steel Construction': _ Hold Down Schedule
B. All structural steel rolled shapes, including plates and angles, shall conform to ASTM A992 Grade 50 for #5's Transverse 0 18"o.c. w/(4)-#5''s
I wide flange and channel members, and ASTM A36 Grade 36 for angles and plates. Tube shapes shall 4'-0" 12" 12"
Continuous Horizontal To &Bottom
a conform to ASTM A500 Grade B. Pipe columns shall conform to ASTM A53. The latest editions of _ pSTHD Type HTT Type HDU Type HDB Type
E3 these requirements shall be used. #5's Transverse 0 72"o.c. w/(5)-#5's
A C. Al/ structural bolts used in steel framing shall be A325-N, installed to a minimum snug nut condition. 5'0" 12" 72" REVISION
t All anchor bolts shall be of ASTM A307 or ASTM F1554 Grade 36. Continuous Horizontal Top&Bottom Mark Model No. Min. Post Size Model No. Min. Post Size Anchor Bolt Model No. Min. Post Size Anchor Bolt Model No. Min. Post Size Anchor Bolt
O D. All welding shall be performed by an AWS qualified welder. #5's Transverse 010"o.c. w/(6)-#5's
6'-0" 12" 15" Continuous Horizontal Top&Bottom HD 1 STHD 10 (2)-2x4 HTT4 (2)-2x4 SSTB 16 HDU2 (2)-2x4 SSTB 16 HD3B (2)-2x4 SSTB16
Construction Joints: 7'0" 12" 18" #5's Transverse 08"o.c. w/(7)-#5' HD2 STHD74 (2)-2x6 or HTT4 (2)-2x6 or SSTB24 HDU2 (2)-2x6 or SSTB20 HD38 (2)-2x6 or SSTB24
3 Continuous Horizontal Top&Bottom (3)-2x4 (3)-2x4 (3)-2x4 (3)-2x4
:41
A. Contractor to provide a slab and/or wall construction joint plan for each structure to the engineer of (2)-2x6 or (2)-2x6 or (2)-2x6 or
record for approval PR/OR to placinganyconcrete. HD3 HTT5 SSTB28 HDU5 SSTB24 HD58 SSTB24
o Pp (3)-2x4 (3)-2x4 (3)-2x4
s B. Contractors construction joint plan should be laid out to minimize the number of construction joints in - -
= each individual structure. (3)-2x6 or (3)-2x6 or
C. Construction joints in walls shall not occur close to wall corners or intersections such that they will HD4 HOLM (4)-2x4SSTB28 H078 (4)-2x4 SSTB28
a divide additional corner/intersection reinforcement. Re: details for lengths of additional - -
E corner/intersection reinforcement. HD5 HDU11 6X6 Solid Post SB 1x30 HD9B 6X6 Solid Post SB /8x24
oD. The maximum spacing between construction joints shall be as follows: - -
1 Walls 50 ft on-center maximum parallel spacing PAB8 w/10 %2" PAB8 w/10 %2"
'45Slabs Construction joints shall be spaced in accordance to the latest ACI & IBC codes. HD6 HDU14 6X6 Solid Post Embedment in Footing HD12 6X6 Solid Post Embedment in Footing
6a p p s ecial inspection ? -
PAB10 w/15"
t HD7 HD 19 6X8 Solid Post
for bolting shear Embedment in Footing
wall connections?
PROJECT NUMBER 2015-453.001
ISSUE DATE 05/30/17
0. SHEET NO.
41 TOWN OF VA I L
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PERMIT SET SO . 00-01
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