PZC Packet 040610Staff Report - Sketch Design
April 6, 2010 Planning & Zoning Commission Meeting
Report date
Project type
Legal description
Zoning
Address
Prepared By
Summary of Request
April 2, 2010
Single Family Residence
Lot 35, Block 4, Wildridge Subdivision
Wildridge PUD
5075 Wildridge Road
Matt Gennett, AICP, Planning Manager
Jeffrey Manley, of Martin -Manley Architects, has submitted a Sketch Design application on behalf
of the property owners, Brian and Jackie Work, for development of a new single-family, seven
bedroom residential structure on the property described above. A Vicinity Map (Exhibit A) is
attached to this report for your reference.
Staff is recommending that the Planning and Zoning Commission provide feedback on the
proposed design with references made to the Town of Avon Residential, Commercial and Industrial
Design Guidelines. The applicant will make a presentation at the hearing and full size (24" x 36")
plan sets will be available for the Commission's review.
Background & Process
Planning and Engineering staff met with the applicant on March 15, 2010, to discuss this proposal
for a new single-family residence and no issues of major concern were identified at that time. The
applicant's proposal, as submitted for a Sketch Design Review, complies with the applicable
zoning standards of the Wildridge PUD.
Property Description
The subject property is comprised of 1.1 acres, or 47,916 sq ft, and is zoned for a duplex structure
containing a total of two (2) dwelling units. The property has a benched area immediately adjacent
to the road and slopes downhill rapidly to the south and southwest with slopes of 30% to 40%, and
greater, traversing approximately 70% of the total lot area. The property is surrounded by a
combination of comparably sized residential structures in both single-family and duplex
configurations.
Planning Analysis
The proposed single-family structure is to be comprised of 7,641 sq ft as the gross total which
includes the proposed garage area of 1,130 sq ft. The maximum site coverage allowed on this
property is 50%, or 23,958 sq ft, and the applicant is proposing a total building footprint area of
7,745 sq ft, including overhangs, which amounts to 16.2% of the total lot area. The minimum
landscape area required is 25% of the lot, or 11,979 sq ft, and the applicant is proposing a
landscape area of 85%, or 40,741 sq ft. The total impervious surface, including the total building
footprint with roof area (4,675 sq ft), is 7,560 sq ft which equates to 16% of the lot area. The
maximum allowed height of thirty-five feet (35) is being adhered to with the Sketch Design
submittal and will be verified at Final Design. The required snow storage area, 20% of the
driveway area, or 500 sq ft, is being adhered to as well and all retaining walls over four -feet (4') in
height are to be engineered. All exterior lighting is proposed to be Dark Sky Compliant in keeping
with Ordinance No. 04-19, Series of 2004 (Chapter 15.30).
Engineering Analysis
According to the Engineering Department, there are technical items that must be addressed with a
forthcoming Final Design application. The applicant shall address the following:
1. The top of wall/bottom of wall elevations of the boulder wall just above the lowest boulder wall does
not appear to match the grade lines that are called out on its west end.
2. The location where the lower driveway retaining wall meets the house lists TOW as 8450' and BOW
as 8442, but lists wall height as 6' instead of 8'.
3. The 8455'-6" spot elevation does not appear to demonstrate positive drainage away from the house.
4. The catch basin is listed as 8453-8", but the lowest point of the driveway is to the west and listed as
8453'-6". We have general concern about the effectiveness of the drainage design in this area,
especially in an area that will not see much sun in the winter.
5. The size of the driveway catch basin and drain pipe, and the invert elevation of the pipe daylights
must be called out.
6. Erosion protection may be necessary beneath the discharge of the driveway drain pipe.
7. Structural retaining wall designs will be required for all walls over 4'.
8. Be aware that the upper retaining wall borders a slope maintenance easement.
9. The driveway must go perpendicular through the snow storage, slope stability and utility easement
along Wildridge Road.
Design Review Considerations
The proposed Sketch Design application adheres to the applicable sections of the Town of Avon
Residential, Commercial and Industrial Guidelines.
The proposed building materials thus far include stone, wood siding, and stucco. Color and
material specifications are required at Final Design, however; the Commission should provide
feedback to the applicant during this Sketch Design Review regarding the proposed architecture,
massing, materials, and general site design with the information provided thus far.
Exhibits
A: Vicinity Map
B: Reduced Plan Set
Nesiaenval Stree%s AVAIN
WORK FAMILY RESIDENCE
5075 EAST WILDRIDGE ROAD
AVON, COLORADO 81620
SKETCH PLAN SET 03-25-2010
PROJECT INFORMATION
Single Family Residence
Owner: The Work Family US Property Trust
Agent: Brian and Jackie Work
3240 River Road RR #5
Cayuga, ON N0A1E0
CANADA
Location: 5075 East Wildridge Road
Avon, Colorado 81620
Lot 35, Block 4,W ildridge Subdivision
Parcel#: 1943-351-03-002
Class of Work: New
Type of Construction: Type V -N
Type of Occupancy: R3 (single family)
Levels: 2 -story +basement
ZONING INFORMATION
Lot Area = 1.1 acres = 47,916 s.f.
Maximum Site Coverage = 50% of Lot Area = 23,958 s.f. (includes garages)
Minimum Landscape Area = 25% of Lot Area = 11,979 s.f.
Proposed site coverage by building lower level foot print = 3,070 (6.4%)
Proposed site coverage by building roof and overhang = 4,675 s.f. (9.8%)
Proposed impervious drive material and patios=2,500 s.f. DRIVE, 325 s.f. NORTH PATIO AND 60 s.f. FRONT WALK
Total impervious of drive/porches (not covered by roof) + roof area = 7,115 s.f. (15%)
Proposed Landscape Area
47,916 s.f. (Lot area) -7,175 (imperv. area including area under eaves) = 40,741 s.f. of landscape area (85%)
Setback exceptions: Patios, walks, at -grade decks & steps may project into setback, no restriction.
AREA CALC:
Lower level 3,070 s.f.
Main level 1,859 s.f.
Upper level 1,583 s.f.
TOTAL LIVABLE 6,511 SF
Garage 1, 130 s.f.
Density = 1 single family residence (zoned as duplex lot)
Maximum Height = 35'. Height Measurements are measured from ridge of roof directly down to existing or new grade below.
Parking Requirements: 3 spaces per unit required, with 3 in the garage.
1 space additional at drive
Driveway Cuts: 20' min, 24' max.
Driveway Grades: first 20':4 % max
8% max grade
garage adjacent 20': 4% max.
Grade slopes 2:1 max.
Retaining walls over 4 feet height to be engineered.
Boulder retaining wall layback for 4'-0" tall wall = V-0"
Boulder retaining wall layback for 6'-0" tall wall = 2'-0"
Snow Storage: 20 % of 2,500 S.F. Drive = 500 s.f. of snow storage ( required, 6 ft. wide min)
Exterior Lighting: Dark sky compliant, Kichler Ripley collection, 49059.
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Memo
To: Planning and Zoning Commissioners
From: Matt Pielsticker, Planner II
Through: Matthew Gennett, AICP, Planning Manager
Date: April 6, 2010 Planning and Zoning Commission Meeting
Re: Nottingham Lake Fishing Pier— UPDATE ONLY
Summary:
At their January 19, 2010 meeting, the Town Council approved Resolution 10-02,
Series of 2010, a resolution authorizing a Contract with the Colorado Department
of Natural Resources, Division of Wildlife, related to a project for the construction
of a fishing pier and access path in Nottingham Park. The DOW has approved the
location, layout, and design of the pier.
The pier will be located on the North East corner of the lake, between the water
inlet and the sand volleyball courts. A new asphalt path will connect the pier and
all improvements will meet ADA requirements. The pier will extend approximately
70' into the lake, and there will be a T section at the end of the pier that is 40'
wide.
All framing lumber for the pier is specified as either Douglas Fir or Redwood, and
all decking will be Redwood. Where allowed, recycled lumber and/or beetle kill
materials will be used for horizontal railings, caps, and edge boards. All exposed
steel connectors and fasteners will be painted flat black.
Please refer to the attached vicinity map and plans for details on the project. Staff
will be able to answer any questions you have on this project at the April 6, 2010
meeting.
Background:
In 2008 and 2009 the Colorado Department of Natural Resources, Division of
Wildlife (DOW) approved the Town's application for grant funding through the
DOW's "Fishing is Fun" program. The DOW grant will reimburse the Town up to
$101,700, but reimbursements will not exceed 64% of total project costs. The
DOW has received approval from the United States Fish and Wildlife Service.
The DOW approved the Town's Fishing is Fun Grant Funds, and the contract
council approved stipulates the amount of the grant, the conditions the Town must
comply with, and how Town can use the funds. The contract restricts the use of
the funds to a fishing pier and an asphalt access path in Nottingham Park.
Action:
No action necessary.
Attached:
Vicinity Map
Plans
A B C D E F G H I J K L M N O P
10 Path to Town owned Fishing Pier 10
Parking Lot
New Path
I, Property Boundaries
9- Lakes s
46
1
�*Pxxi
8' Wide Asphalt Path =`
to Allow ADA Access
10' Wide Surfaces
5
Concrete Landing Pad
New ADA Accessible
Fishing Pier Az�,
Full Height & ADAAccess Rails h,
4
Ir
Rails at Front of Pier
s Notltingham Lake to Allow ADA �� s
� Feet
Town of Avon SITE CIVIL DRAWING MARCH 26, 2010
VON0 30 60
Nottingham Lake DRAWING NUMBER
FILE y� �+
SUBMITTED: S. Pegra111 DATE: DRAWN JTK Nottingham Lake Fishing C-1
JTK
DESIGNED SHEET NUMBER
APPROVED: S. Pegram DATE: CHECKED SLP Enhancement Project Disclaimer: These maps were prepared for the purpose of a fishing pier to be built in. summer 2010.
Project Manager ZONE REV. DESCRIPTION BY DATE APP. Town of Avon does not Warrant the accuracy ofthe data contained heren.
CHECKED
APPROVED: DATE: REVISIONS
A B � C D E � G F H I J K L M N O P
GENERAL NOTES
1, LIVE LOADS USED IN DESIGN:
A. TYPICAL FLOOR 100 PSF
B. IMPORTANCE FACTORS
CATEGORY II
SEISMIC FACTOR IE 1.0
SNOW FACTOR IS 1,0
WIND FACTOR IW 1,0
C. WIND
3 SECOND GUST 90 MPH
FASTEST MILE 75 MPH
EXPOSURE B
D. SNOW
GROUND SNOW LOAD Pg 107 PSF
FLAT ROOF SNOW LOAD Pf 75 PSF
SNOW EXPOSURE FACTOR Ce 1.0
THERMAL FACTOR Ct 1,0
E, SEISMIC
SITE CLASS D
CATEGORY B
SS ,286
S1 ,068
SDS 300
SDI 109
BASIC SEISMIC FORCE RESISTING SYSTEM IS ORDINARY STEEL CONCENTRIAL
BRACED FRAMER
SEISMIC RESPONSE COEFFICIENTS CS .092
RESPONSE MODIFICATION FACTOR 3 1/4
ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE
F. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.
G, CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2009 EDITION.
2, TESTING, INSPECTIONS AND OBSERVATIONS:
A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.
STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE
CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED
INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL
INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL
BUILDING CODE.
B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS
SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.
1, SCREW PILE FOUNDATIONS
a, SCREW PILE INSTALLATION AND TESTS TO MAKE AND SUBMIT TO THE BUILDING
OFFICIAL RECORDS OF THE INSTALLATION OF EACH PILE AND RESULTSOF LOAD
TESTS.
2. CONCRETE CONSTRUCTION
o, PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT.
b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT,
c, PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER
THAN ASTM A706.
d, PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX,
e, CONTINUOUS INSPECTION 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,
f, CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION
TECHNIQUES,
g, PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES.
3. STEEL CONSTRUCTION
o, ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION
EXCEPT THE FOLLOWING:
1, WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN
ACCORDANCE WITH SECTION 1704,3,
b, THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT
DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,
WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE
VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE
MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS
IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP
WELDING,
1, SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE,
c, VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS
AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED.
d, PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE
WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION
DOCUMENTS SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND
PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND
MANUFACTURER'S CERTIFIED MILL TEST REPORTS,
f, PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS
FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED
CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF
COMPLIANCE.
3. FOUNDATIONS
A. MAXIMUM SOIL DESIGN PRESSURE 1500 PSF
B. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 1500 PSF, THE
CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE
FOUNDATION EXCAVATION, SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL
SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED,
C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING
ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY
CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS
SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE,
D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR
PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER, BACKFILL
SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM
D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT, IF SOFT SPOTS ARE
ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL
REPORT FOR DESCRIPTION OF BEARING SOIL).
E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12
INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT, REFER
TO SOILS REPORT FOR BACKFILL MATERIAL,
F. CENTER ALL FOOTINGS AND SCREWED PILES UNDER WALLS, COLUMNS OR GRID LINES
UNLESS NOTED OTHERWISE ON PLANS.
G. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED
FILL UNDER FOOTINGS AND INTERIOR SLABS -ON -GRADE.
H. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.
I, FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS,
4, CONCRETE
A. ALL CAST - IN -PLACE CONCRETE SHALL BE MADE WITH TYPE 1/11 PORTLAND CEMENT,
STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:
CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ,
FOOTINGS 3000 psi STD - - - -- -
FOUNDATION WALLS 4000 psi STD - - - -- -
EXTERIOR CONCRETE (++) 4500 psi STD 0,45 6%-8%
+ + MAXIMUM SLUMP SHALL NOT EXCEED 4
B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH
LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITY
OF ALL CONCRETE SHALL EXCEED WC1,5 33 -"F'C (OR 57,000 -yr F'C NORMAL WEIGHT
CONCRETE).
C. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A
HORIZONTAL PLANE, ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF
SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE
SHOWN, ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE
ENGINEER,
D. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE
WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE, USE
STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE, ALL EXPOSED EDGES OF
CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER,
5. REINFORCEMENT
A, ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM
A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE
DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60,
B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE
LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.
C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE:
1. CONCRETE POURED AGAINST EARTH 3-
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"
D, REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH
SECTIONS 7.5, 7,6 AND 7.7 OF ACI 318, LATEST EDITION.
E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR
AUTHORIZED BY THE STRUCTURAL ENGINEER, LAP SPLICES, WHERE PERMITTED, SHALL
BE A MINIMUM of 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A
MINIMUM of 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED
OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS,
F, PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN
CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'- 0" DIAGONALLY AT
EACH CORNER.
G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS
FOLLOWS: TOP BARS AT MIDSPAN. BOTTOM BARS OVER SUPPORTS,
6. STRUCTURAL STEEL
A, ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS
WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH
SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST
EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.
MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL,
B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT
CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED
OTHERWISE,
C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE
LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION."
D, EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL
CONNECTIONS PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A
AND/OR AISC "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED
EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS, WHEN
LOADS ARE NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM
LOAD CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM
AND SPAN FOR NON -COMPOSITE MEMBERS,
E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY
STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS- D1,1,
F. MINIMUM WELDS TO BE PER AISC TABLE J2,4 BUT NOT LESS THAN 3/16" CONTINUOUS
FILLET UNLESS NOTED OTHERWISE.
G, THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY, PROVIDE THE NECESSARY JOINT
DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH
ARCHITECTURAL CONTROL AND EXPANSION JOINTS.
H, STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP
DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS
TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.
7. NON -SHRINK GROUT
A, NON -SHRINK GROUT SHALL BE PROVIDED:
1, BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS,
2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY
SUPPORTS.
3, GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH
OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.
8, WOOD
A, ALL FRAMING LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY
WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL
BUILDING CODE AS FOLLOWS U.N.O.:
2" TO 4" THICK - 6" AND WIDER NO, 2 Fb = 900 PSI
5" THICK - 5" AND WIDER N0, I Fb = 1350 PSI
NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR
TO ALLOWABLE STRESS INCREASES,
B, ALL FRAMING LUMBER LABELED "REDWOOD" SHALL BE DRY REDWOOD GRADED BY
REDWOOD INSPECTION SERVICE AND CONFORMING TO INTERNATIONAL BUILDING
CODE AS FOLLOWS:
2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 975 PSI
C, WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND
NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER),
D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS.
SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS
IS REQUIRED,
E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE
TABLE 2304-9.1 UNLESS NOTED OTHERWISE.
F, WOOD DECK
WOOD DECKING SHALL BE 2x T&G REDWOOD (E=900,000 PSI, Fb=700 PSI).
PLANKS SHALL BE SPLICED AT CENTER OF SUPPORT MEMBERS WITH ADJACENT
PLANKS SPLICED AT ALTERNATE SUPPORT MEMBERS. EACH DECK PLANK SHALL BE
SLANT -NAILED TO THE TONGUE OF THE ADJOINING COURSE WITH 8d NAILS AT 24" ON
CENTER WITH ALTERNATE PLANK NAILING OFFSET 12". NAIL EACH PLANK TO EACH
SUPPORT WITH (2)-16d NAILS -1 STRAIGHT, 1 SLANTED, WOOD DECKING SHALL BE GLUED
IN THE GROOVE JOINT WITH 40% GLUE COVERAGE.
9. NON-STRUCTURAL ELEMENTS
A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC, ATTACHED TO AND/OR
SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND
OTHER STRUCTURAL MOVEMENTS,
B, VERIFY REQUIRMENTS FOR FIRE PROTECTION FOR ALL STRUCTURAL PARTS, AND
CONFORM TO ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION,
STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED
UNRESTRAINED UNLESS NOTED OTHERWISE,
10. GENERAL
A, ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS,
B, VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND
ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND
REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY,
C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER
ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS
AND SUPPORTS SHALL BE OBTAINED, UNLESS SPECIFICALLY DETAILED ON
STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR
SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF
HIS ITEMS,
D, PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH,
E. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE
REINFORCING AND STRUCTURAL STEEL, THE MANUFACTURING OR FABRICATION OF ANY
ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK
OF THE CONTRACTOR,
F. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD
CONDITIONS.
G, PRE -MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL
HAVE ALL ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND
SHALL BE SUBMITTED FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL
ENGINEER REGISTERED IN THE STATE OF COLORADO, STAIRS SHALL BE DESIGNED
TO SUPPORT A LIVE LOAD OF 100 PSF, SEE ARCHITECTURAL DRAWINGS FOR
ADDITIONAL REQUIREMENTS AND CRITERIA,
ARCHITECTURAL CODE COMPLIANCE. NON-STRUCTURAL MATERIALS AND FINISH
1, All railings, access, surfaces, clearances for design and construction sholl
meet all IBC requirements and ADA requirements for a Public Fishing Pier,
Additionally, conform to the requirements set forth in "Disability and Business
Technical Assistance Centers" Special Occupancies 15. Recreational Facilities
that address Fishing Piers and Platforms, Accessible Routes, Railings, Edge
Protection, Heights, Dispersion, Clear Floor or Ground Spoce and Moneuvering
Space,
2. Where structural requirements olloW, provide olter note pricing for:
a. Recycled Lumber Materials and/or Beetle -Kill Materials for horizontal railings,
cops and Edge-Boords;
b. Redwood for diagonal 2x6 decking.
3. Provide ADA (34") height railings and roiling design for 25% of Pier perimeter
as indicated on Framing Pion,
4, Balance of railings shall be in conformance With IBC for heights, clearances,
lateral loods, etc.
5. All Structural Wood beams and joists sholl be stained to match "MoorWood Manor
Brown #081 -63".
6. All horizontol Edge -Boords, Cops & Roils sho lI be stained to match "MoorWood
Natural Cypress #081 -75".
7, All 2x6 Decking shall be installed on a 45 degree diagonal in opposing directions
from Framing Bay to Framing Boy; Which Boys shall be segregated by 2x6 centered
on each Perimeter & Horizontal Beom so as to creote a border between diogonoI
decking between each Framing Boy.
8. All 2x6 Decking sholl be stained to match "MoorWood Mahogany #081- 64",
9, Provide pre - finished metal cops properly seamed and secured at top of each 4x4
Post rising above roll ings (see Section & Elevation),
10. Point oil exposed steel connectors and fasteners Flat Block.
y?E: PLAN
PROVIDE STANDARD 1
HOOK IF TENSION Ld.
15 NOT DEVELOPED
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FOOTINCz DETAIL
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3/4" = I' -O Engineers,, Inc.
1 'd e i I I - e I Avon
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#6 VERTICAL (TYR.)
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MATCH HORIZONTAL (TYP.)
-REBAR SIZE AND #6 VERT
SPACING (TYP.) (TYR.)
P.O. Box 1597
70 Benchmark Road, Suite 204
Avon, Colorado 81620
(970) 949-7768
FAX (970) 949-4054
EMAIL avon@monroe-newell.com
Denver
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
(303) 623-4927
FAX (303) 623-6602
EMAIL denver@monroe-newell.com
Frisco
619 Main Street, Suite 7
Frisco, Colorado 80443
(970) 668-3776
FAX (970) 668-3789
#(p VERTICAL (TYP.) • °As 09� EMAIL frisco@monroe-newell.com
<� °..
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02-22-10
COOR.DINA. ON
03-0-10
COORDIKOION
03-15-1 b
E1ID DOPUMIENT$
S1.0
GENERAL NOTES I
ZAILING
ZAILING
-AN
BE TREATED DOUG. FFR. LARCH NO. -2 U.N.O.
LY.
d UNLESS IT BEARS ON
)W, OR IT IS LABELED UP ONLY.
LEVATION OR PLATE HEIGHT ELEVATION.
)RAL DECKING ELEVATION
S NOTED OTHERWISE.
N CONNECTIONS SHALL BE
:�ONNECTOR5 UNLESS NOTED
ET 53.0 AND 51.0.
S.
---------------------
(F.V.)
I
II
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14'-0"
FOUNDATION f=L AN
1/4" = 1'-0"
)UNDATION NOTES:
DATUM ELEVATION 100'-0" EQUALS U.5.0.5. ACTUAL ELEVATION
TO BE DETERMINED IN FIELD BY CONTRACTOR AND CONFIRMED
BY OWNER.
[XXX'-X"I INDICATES TOP OF FOUNDATION WALL ELEVATION.
(XXX' -X") INDICATES TOP OF FOOTING ELEVATION.
CONTRACTOR SHALL FOLLOW ALL -REOUtREMENT5 LISTED IN SOILS
-REPORT.
FLOOR ELEVATIONS SHOWN ARE AT TOP OF DECKING.
CONTRACTOR TO COORDINATE ALL DIMENSIONS AND DETAILS
WITH EXISTING CONDITIONS, CODE-REGWREMENT5 AND TOWN
BI DYREOUtREMENT5.
CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS
DIMENSIONED OTHEiRN15E ON FOUNDATION PLAN.
O INDICATES ENGINEERED SCREW PILE.
IAL L
TEP
FOOTING
STEP
8
i� It Qp==ENE
Monroe & Newell
Engineers, Inc.
Avon
P.O. Box 1597
70 Benchmark Road, Suite 204
Avon, Colorado 81620
(970) 949-7768
FAX (970) 949-4054
EMAIL avon@monroe-newell.com
Denver
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
(303) 623-4927
FAX (303) 623-6602
EMAIL denver@monroe-newell.com
Frisco
619 Main Street, Suite 7
Frisco, Colorado 80443
(970) 668-3776
FAX (970) 668-3789
EMAIL frisco@monroe-newell.com
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61 aSNq. 611 5
R.eVisians
02-22-1 b
COOR.DINA ON
03-0-1 b
COORDINATION
03-15-1 b
E1ID DOPUMIENT$
S2.0
FLANS
(2)—#5
#5 AT
VE -RTI(
AND H
3X8 -REDWOOD
I "I
2X6 REDWOOD
TREATED
' 6X6 -RE: PLAN
2X6'REDWOOD m
TREATED
&X -RE: PLAN
2X -REDWOOD
DEC,<ING
TREATED
2X4 REDWOOD JO 15T -RE: PLAN
GALVANIZED
3X8-REDW00D
(4)-3/4" 4> THRU- TREATED '
BOLTS AT -RAILING 2X4 EACH SIDE
POST WITH (2)-3/8" 4) LAG
BOLT FOR -RAILING
SUPPORT
2X6 -REDWOOD
\__511AP50N GALVANIZED 2X4 -REDWOOD
LUS HANGER
T1F'
'ICAL INTERMEDIATE GALVANIZED
I/4" X I' - I" X I'-2"
HANDRAIL (41)-3/41" (T THREADED
RODS WELD TO
PLATE P
SECTION E�
3/4" = 1'-0" r
TREATED
6X6 -RAILING POST
WITH (4)-3/4"
THREADED -RODS ° ° 1
WELD TO PLATE ° ° 1
°°
0 0
10" CONCRETE A
WALL -RE: PLAN O
O
O
�t. .. o
GALVANIZED
3/4" X I'-&" X I'-10"
EMBED PLATE WITH
(15)-3/4" m X 6" H.A.S.
GALVANIZE[
STEEL ROD
-RE: PLAN F(
SIZE
GALVANIZE[
3/8" PLATE
GALVNAIZE[
GLEVIS
2X -REDWOOD
DECKING
6X14
— GAL VAN IZE D
1/4" X & 1/2" X I' -I"
SIDE PLATE EACH SIDE
WITH (2)-1/2" 4) THRU-
BOL TS
GALVANIZED
6" X 7" BASE
SECTION A -A
e CT I ON
0 e
0
0
TREATED
6X6 RE: PLAN
2X6 -REDWOOD
TREATED
(OX -RE: PLAN
2X -REDWOOD
DECKING
TREATED
JOIST -RE: PLAN
RE: 1/53.0
SCREW PILE
71-F'ICAL HANDRAIL
&[TION
3 3/4" = I' -O"
X& -REDWOOD
2X6 REDWOOD
2X4 -REDWOOD - TREATED
&X& -RE: PLAN
N TREATED
(6X -RE: PLAN
2X -REDWOOD
2X6'REDWOOD DEC,<ING
TREATED
/TJO 15T -RE: PLAN
(4)-3/4" (P THRU- —
BOLTS AT -RAILING
POST
SIMPSON GALVANIZED
)NCRETE WALL
LUS HANGER
_AN ADA INTERMEDIATE
HANDRAIL
5 CT I ON -4
3/4" = 1'-0"
ELEVATION
3X8REDWOOD
2X4 -REDWOOD
2X6 -REDWOOD
1/4" X I' - I" X I'-2"�
SIDE PLATE WITH
(4)-3/4" (V THREADED
RODS WELD TO
PLATE
h
n
n
TREATED
(OX6-RE: PLAN
2X6 -REDWOOD
` TREATED
2X4 EACH SIDE
Q WITH (2)-3/8" 4) LAG
r
m BOLT FOR -RAILING
ry SUPPORT
2X -REDWOOD
/_DECKING
0
0
ADA HANDRAIL
5C�TION 2
3/4" = I' -O"
TREATED
J015T -RE: PLAN
RE: 1/53.0
SCREW PILE
0
1 112
GALVANIZED — — — — --
1/4" SADDLE WITH
(2)-1/2" m THRU-BOLTS
GALVANIZED
3/8" X 4" X 1'-4" PLATE
FOR -ROD CONNECTION
GLEVIS NOT SHOWN
FOR CLARITY
3/8" X 6" X -V
BASE PLATE W 1 TH -ROD
CONNECTION
4" X 1'-4" PLATE
FOR -ROD CONNECTION
GLEVIS NOT SHOWN
FOR CLARITY
GALVANIZED
3/8" BASE PLATE
GALVANIZED
1/4" SIDE PLATE EACH
SIDE WITH (4)-1/2"
THRU-BOLTS
2X -REDWOOD
DECKING
TREATED
WOOD BEAM -RE. PLAN
SCREW PILE
-GALVANIZED
1/4" SIDE PLATE WITH
(4)-1/2" m THRU-BOLTS
-TREATED
6X WOOD BEAM
-RE: PLAN i
-GALVANIZED
STEEL TROD
-RE: PLAN FOR SIZE
GALVANIZED '—GALVANIZED
4" X 1'-4" PLATE TURNBUCKLE
FOR -ROD CONNECTION SECT ION A - A
SECTION 1
3/4" = 1'-0"
II )�I I
I,
Monroe & Newell
Engineers, Inc.
Avon
P.O. Box 1597
70 Benchmark Road, Suite 204
Avon, Colorado 81620
(970) 949-7768
FAX (970) 949-4054
EMAIL avon@monroe-newell.com
Denver
1701 Wynkoop Street, Suite 200
Denver, Colorado 80202
(303) 623-4927
FAX (303) 623-6602
EMAIL denver@monroe-newell.com
Frisco
619 Main Street, Suite 7
Frisco, Colorado 80443
(970) 668-3776
FAX (970) 668-3789
EMAIL frisco@monroe-newell.com
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P'rgject Nq.1
aS
R.eVisians
02-22-1 b
COOR.DINA4MON
03-103-1 b
COORDINATION
03-15-1 b
BID DDii''.,UMIENT$