52-06 Oversized Plans

6)o-Z5
BO&UE SOUND
COA5T
GUARD
ROAD
WETLANDS LINE
VICINITY MA
NOT TO SCALE
Explanation of Impervious
Areas at Boat Ramp
The driveway R/W is 15' wide
The tracks will be 2 feet wide
x 160 feet long, 8 feet on centers
The existing boat ramp is 15'x 45'
The total impervious areas of
the boat ramp and the traveled
path for vehicles is 1,315 sq. ft.
404 & COASTAL
WETLAND LINE
APPROX. MEAN
HIGH WATER —
LINE
WETLANDS LINE
DISCLAIMER
REVISION
1-24-06 Initial Express Meeting
2-08-06 Incorporated Review Notes
2-14-06 Review Notes, Jason Dail
2-28-06 Complete application drawing
3-01-06 Deleted note on Crew Dr.access
3-04-06 Added Fill Notes (434 5F)
Property owner: Crew Drive LLC
Billy Farrington, Member Manager
David Barefield, Member Manager
8108 Sound Drive
Emerald Isle, N.C. 28594
Tel: [phone]
Property Owner
Forest Hills Mobile Home Park
W. Q. McLean Trust
Paxon Holz Trustee N0 Portion of Tract 3
H
106 Manatee Street N. r. GRl1� AS y'Eh' M . B. 8, P g . 5 2
Cape Carteret, N.C. 28594 (NAD 1983)
575' AEC LINE
GENERAL NOTES OF INTEREST
Property wner
Town of Emerald Isle 1. Emerald Isle requires each building site
Frank Rush, Manager
7500 Emerald Drive retain the 2" event for all residential sites.
Emerald Isle, N.C. 28594
2. All of these building sites (31 lots) are
The present alignment of Crew Drive meanders likely to be built upon simultaneously.
along the east side of the R/W. The Town of Emerald Isle 3. The USCE representative, Mickey Suggs,
intends to redesign and construct a new roadway as part
of an agreement for buffering the property east of the visited the
/ site and verifiedethere
NC 58 R/W along the entrance to the town. are two Wetlands (A B). Wetlands
"B" is isolated, and contains less
than 1/100 acre of wetlands. It falls
outside the roadway, but will be filled
for ease of drainage.
hd
CAMA PROJECT PLANS
John McLean Engineering Associates
400 Taylor Notion Road
Cape Carteret, N.C. 28584
Tel: [phone] '
SEAS. � g ou
5631 do
N'4-��` � pDc,
• P o
GRADING (CUT/FILL) NOTE
The entire hill (from Lot 31 to Lot 7)
will be graded to 16' +/- and the cut
material will be distrubuted over,
portions of Lot 31 and Lot 4/5, filling
the 434 sq.ft. uplands 404 wetlands
noted above.
The existing paved entry shall
be used as a construction entrance.
The existing asphalt shall be
removed and clean washed aggregate
installed 6" deep, 12' x 50' minimum
E.I.P.
E.C.M.
E.I.R.
E.P.K.N.
E.RR.S.
E.A.
S.I.P.
S.C.M.
S.P.K.N.
R/W
R
A
M.B.S.L.
S.F.
M.B.
D.B.
A.E.C.
'L
y
C
14
A separate map s attac e . 4.
SUNSET LANDINC SUBDIVISION
A Redevelopment Plan of Bridgeview Campground
Emerald Isle Carteret County North Carolina
� � ram.
1121 k rI:N
Land Surveying, �.A.
501 W. B. McLEAN BLVD. CAPE CARTER E'—SWANSBORO, N.C. 20584 '252)';3-2'29
100
14 i ___
GRAPHIC SCALE -FEET
ScQ i e 1" = 100'
0
100
Rhett Subdivision
EXISTING
IRON PIPE
EXISTING
CONCRETE MONUMENT
EXISTING
IRON REBAR
EXISTING
P.K. NAIL
EXISTING
RAILROAD SPIKE
EXISTING
AXLE
SET IRON
PIPE
SET CONCRETE MONUMENT
SET P.K.
NAIL
CENTERLINE
RIGHT OF
WAY
RADIUS
ARC
MINIMUM
BUILDING SETBACK LINE
SQUARE FEET
MAP BOOK
DEED BOOK
AREA OF
ENVIRONMENTAL CONCERN
SILT FENCE
PROPERTY
DIRECTION
OF FLOW
PROPOSED
GRADE
EXISTING
GRADE
WOODED
PROPOSED
ROCK CHECK DAM
PROPOSED
BERM
LIMITS OF
CLEARING AND GRADING
PROPOSED FILL (434 SF)
200
1
Vol
'r�

GENERAL STRUCTURAL NOTES_
1. These drawings shall be used only for thf project indicated in the title block. These drawings may be used for one project only and are subject to
update for subsequent similar projects. After the completion of these drawings, any consulting by phone or jobsite meeting are subject to additional fees
billed at our current hourly rates.
2. These drawings are the property of A/E Solutions, P.C. and may not be used for any other project or purpose without the written permission of A/E
Solutions, P.C.
3. This structure shall conform to the North Carolina Building Code and any local requirements. If any item in this document appears to be a discrepancy
with the governing code, contact A/E Solutions, PC immediately for clarification.
4. These documents are meant to be used by a licensed general contractor with knowledge of the governing building code. Every detail may not be
illustrated as many details are illustrated in the building code and are oonsidered.to be common knowledge for a licensed general contractor. These
documents are not prepared for use by the general public.
5. A/E Solutions, P.C. may be referred to as "structural engineer" in notes. The structural engineer is responsible for the primary structural design only.
No other party may change, revise, or alter these documents without the written permission of the structural engineer.
6. The contractor will provide temporary bracing needed for safe construction of the structure. The structural engineer is not responsible for bracing and
construction methods or any related issue,
7. The structural engineer is not responsible for construction means, methods, or dimensions. Some dimensions and details may not be shown and are
the responsibility of the designer or contractor. The Contractor is to contact the structural engineer if any additional details are required for construction.
8. The structural engineer is not responsible for the coordination of architectural, plumbing, mechanical, electrical, and civil/site issues. Pier Cross -Section Detail
9. The contractor shall verify any assumed field conditions and report any discrepancies to the structural engineer. Scale: 1 /2" - 1'
10. The contractor is responsible for all safety and OSHA related issues. The structural engineer is not responsible for any safety related issues.
11. A program for special inspections has not been provided for this project. if such a program is required, specific program details must be resolved prior I'
to the beginning of construction:
12. The contractor Is to verify all dimensions and details prior to construction and bring any issues to the attention of the structural engineer.
8x8 PT Pilings
13. U.N.O. =Unless Noted Otherwise. .2x8 PT Rail Cap (Typical) (Typical)
14. Specification for products in this document is for structural intent only. Quality related product issues are to be the sole responsibility of the
manufacturer or distributor and not the responsibility of the structural engineer. 4X6 PT Post (Typical)
15. The structural engineer is not responsible for any water intrusion related issues. These are to include but are not limited to wood rot, mold, or storm
damage. These water related issues are to be addressed by the governing code and the contractor.
2X4 PT Rails attached to 4X6
16. AIE Solutions, P.C. Is a structural engineering firm that engages in the business of structural engineering and related ancillary drafting services. A/E
post W/ 1 /2" 0 HDG bolts W/
3'-611
2X1 O PT Deck JOIStS
Solutions, P.C. is not an architectural firm and does not provide architectural services.
nuts and washers as Shown.
@ 16" O.C. (Typical)
DESIGN LOADS:
4x6 post attaches to DBL 2x10
Building Code = North Carolina Residential Building Code
PT deck joist and 8x8 PT piling
2X6 PT decking per
Wind Design = Based on ASCE 7-98 and North Carolina Building Code
w/ (2)5/8" 0HDG bolts w/ nuts
.
Builder
Live Loads:
and washers as shown.
(1)2x12 PT Girder on each side of
Roof Live Load = 20 psf
Floor Live Load = 40 psf
i
O i
8x8 PT piling. Attach 2x12 girders
Floor Live Load = 30 psf (sleeping rooms only)
(1)2X10 PT X-Bracing installed
i
i
t
I
i
to piling w/ 2 5/8"0 HDG bolts w/
p g O
Storage Attics with limited access = 20 p-,f'
Decks - 40 psf
oneach side of p ilings similar
O
,,
O
nuts and washer (Typical). 20'
Exterior Balconies = 60 psf
to girders. Use 5/8" 0 HDG
3'
o`
o
Stairs = 40 psf
bolts w/ nuts and washers as Minimum
8x8 PT Pilings (Typical)
Dead Loads:
shown.
Roof Dead Load = 15 psf (20 psf for trus%fis)
Floor Dead Load = 10 psf (typically)
_
-
_ -
MHW Approx. by others
Wind Loads:
New Hanover and Brunswick County
130 mph Zone east of Hwy 17, 120 mph Zone west of Hwy 17
20_611
Ponder County-
130 mph zone east of Intercoastal Waterway, 120 mph Zone in the Township of Topsail Island, and the remainder of the county is the 110 mph zone.
Varies
°
O
These are code minimum wind loads. Structural Engineer will increase Ponder County Wind Design Loads to 130 mph for any job within 1500 ft of the
O
°O
Intercoastal Waterway or in clear sight of the Intercoastal Waterway.
onsfowCounty
Normal Low Water Approx. by others
130 mph zone east of Intercoastal Waterway, 120 mph zone west of Intercoastal Waterway.
- -
- -
- - - -- - -
Exposure = C for structures east of the Intercoastal Waterway and structures within 1500 feet of the Intercoastal Waterway or in clear sight of the
Intercoastal Aateiway.
2'-0"
Exposure = B for structures in urban and suburban areas with numerous closely spaced structures or trees.
Varies
PILING AND GIRDER NOTES:
- -
- - -
Approx. Ground Level
1. Drive all piles to a 12,000 lb capacity per section 1807 of the North Carolina Code. A pile driver or drop hammer is the preferred method. Piles are
designed as friction piles. The structural o ngineer is not responsible for piles that settle due to being placed improperly. If the piling does not have the .
capacity specified, it is recommended th>+t the contractor add collar footings to the pilings to avoid settling. Contact the structural engineer if you need
Use direct water contact rated
guidance with this.
pressure treated lumber. Use Hot
2. Piles are to be pressure treated CC,-,, 'YP piles with a CCA retention rate per the North Carolina Code.
Dipped Galvanil-Ed or Stainless
3. All pilings shall have a penetration b0f)w grade as shown on this page. The penetration requirements shall also satisfy the North Carolina
Steel bolts and h�tfdware. Bolts
Residential Code Section 4503 and anether local requirements.
y
and hardware wiil need to be
4. Concrete collar footings and slabs have been designed with an assumed soil bearing capacity of 1500 psf. Contractor is to confirm this
regularly inspected and maintained
assumption in the field and bring any iss+ies to the structural engineer.
in this corrosive environment.
5. Do not over notch pilings. if the piling is reduced to less than 50 % of it's original cross sectional area by notching, then piling straps are to be used
8' Min.
per code requirements.
6. All bolts and hardware are to be Hot Dipped Galvanized. Oversized washers are to be used at the bolt and the nut.
7. When girders or other structural members are called out as LVL or any untreated product, the contractor is to ensure that the member is protected
from the elements per code recommendations. If the member is not protected from the elements per code requirements, use a treated member. For
a
10' X
LVL, use Wolmanized Parallam of similar size.
Continues
8. Be sure to observe all end distances and edgo distances for bolts on the detail notes. All clearances are per NOS Standards.
9. All Piling and Girder Construction to rxnform to the North Carolina Building Code and local requirements.
FRAMING NOTES:
1. All wood framing members shall be SYP #2 or SPF #2 or better per code requirements for span. All dimensional wood headers have been sized
with SYP #2 lumber. All wall framing has been sized for SPF #2 lumber unless noted otherwise, but must meet code requirements. Dimensional
lumber floor joists may be SYP #2 or SPF #2 at the contractor's discretion, unless the framing plan indicates that the joist must be SYP #2. SYP may
be substituted for SPF in any case, but SPF cannot be substituted for SYP unless permitted by code. All hardware must be sized for the applicable
4t_4,r
wood species.
2. All LVL beams must meet that following strength criteria or better.
Modulus of Elasticity (E) = 2.0 x 10116 psi 5'
Flexural Stress (Fb) = 2850 psi at 12" depth
Horizontal Shear (Fv) = 285 psf
Compression Perpendicular to Grain (Frperp) = 750 psi
Compression Parallel to Grain (Fcparall I) = 2750 psi
All LVL beams must be protected from exposure to the elements per code recommendations. If the beam is exposed to the elements, use a similarly
sized Wolmanized Parallam Beam.
All engineered wood products are specified to cant' the design loads per the values above. All warranty and quality related issues are the
responsibility of the manufacturer and distributor.
3. Roof and Floor Trusses shall be designed and engineered by the truss manufacturer. Truss manufacturer shall provide sealed shop drawings and
all other code and local requirements. Truss manufacturer shall submit drawings for approval to the contractor and any unresolved issues shall be
brought to the attention of the structural engineer. Truss manufacturer is to provide a temporary bracing plan for all truss packages. The building
contractor is to follow all temporary and permanent bracing requirements of the truss manufacturer. The structural engineer is not responsible for
temporary bracing or any issues that may relate to bracing. The truss manufacturer is to verify that all code and local requirements are met. This is to
include any issue with hot dipped galvanized plates that may be required.
4. Floor truss or joist spacing shown on the engineered documents are the recommendation of the structural engineer. If the truss manufacturer can
design a truss to work with a greater floor spacing per code requirements, then that is allowable. The truss manufacturer and contractor assume any
liability with making the change in floor spacing. The structural engineer recommends that any floor with ceramic the flooring has a floor spacing of 16"
O.C. or less.
5. All framing is to conform with the North Carolina Building Code and any local requirements. Any details in the engineered documents that are in
excess of code requirements are to be followed. Note king stud requirements that may be more than the code requires (for example).
6. Overbuilt roof sections shall be built by placing a 2x12 flat along the valley and connecting it to each rafter or truss with (6)16d nails per rafter or
truss. Rafters are to be connected to the 2x12 and attached at each end with a code approved anchor. Overbuilt truss valleys are to be connected per
the truss manufacturer's requirements.
7 All sheathing and structural panels to be installed per code requirements and good carpentry practices.
8. Gable end overhangs, gable end bracing, cathedral end wall requirements and all other framing details are to be per the high wind zone
requirements (Chapter 44, NC Residential Building Code).
9. All point loads from beams, girders, or girder trusses are to be blocked from the point load through floor cavities and through wail cavities beiow to
the foundation. A continuous load path must be built into the structure. Use the same number of blocks as called for at the beams level specification.
10. Where pressure treated is specified fir used at the discretion of the builder, CCA pressure treatment is preferred. If this treatment is not available,
the builder is to verify that the nails, fast< -hers, and hardware is adequate for use with the particular treatment that is used. Some of the alternative
treatments, such as ACQ, are particularty corrosive to fastners and hardware. Stainless steel or hot dipped galvanized fastners are recommended.
You should never use mechanically gahfinized fasteners or connectors with the new pressure treatments.
•
THiS DOCUMENT APPLIES ONLY TO THE JOB LISTED iN THE TITLE BLOCK. THIS MAY
NOT BE USED FOR SIMILAR JOBS ON DIFFERENT SITES. A.E.S. CLAIMS NO LIABILITY
FOR PROJECTS AT LOCATIONS DIFFERENT FROM THE ADDRESS SHOWN IN THE TITLE
BLOCK.
Scale 1/4"
Subject to details page (Page SD)
FOLLOW THIS PLAN FOR THE STRUCTURAL DESIGN OF THIS STRUCTURE. ALLEN '
ENGINEERED SOLUTIONS IS NOT RESPONSIBLE FOR ANY CHANGES MADE BY
OTHERS OR ISSUES RELATED TO CHANGES MADE BY OTHERS. IF WE HAVE TO
VERIFY CHANGES THAT YOU HAVE MADE TO THiS DESIGN, THERE WiLL BE
ADDITIONAL CHARGES. c®,,
k Detail U
8x8 Deck Bloc
Deck Fra ing DB
Scale: 1 /4'= 1' Scaler 1/2" = 1'
° � q
Top View f-I
(2)2x
20- Deck Beam
Ir
IL
0
X
N
NA
5'-6" --------- 4
10' _--
K12 PT
F-
I
a
N
XXX 10,
WJ
®
3" Deck Beam per plan `v
N 4 � • >�
8x8x9 1 /4" PT Block
1129,1 2of
(3)2x12 Fir 8x8 PT Piling Typical
Corner Detail
N PS 218 HDG Strap
r
X 10,
tl
a
6"
0� \ CAROB
518"f1� HDG Bolts wJ �p o i p y9 I
Z)2x12 PT Nuts and Washers '\ PS 218 s
G �, _ _ SEAL
- HDG Strap
028451
Pf
rr
P0- 71®O'r �> bnv�, � - Girder Detail Notes:
i
1. Attach girders to piles using a minimum of (2)5/8° �\���RED S046"T�o
diameter Hot Dipped Galvanized Bolts. Space bolts per the
spacing shown or spacing for piling strap used. ,z CORPORATE
2. At girder splices, use (4)5/8" diameter HDG Bolts SEAL
spaced per pile. Make sure to have 4d (2 1/2") distance
from the center of the bolts to the end of the spliced girder.°'ITN cAROX-���
NOTE: The actual pier is longer 3. All bolts are to have oversized HDG washers on each
than what is represented on this end.
plan. The entire pier is to be 4. Avoid notching pilings so that the cross section has been
framed similar to this section of reduced by 50%. Do not over notch piles.
pier framing shown with a 5. If the pile is notched where the cross section has been
reduced b 50%, galvanized ilia straps per code are . pp
maximum 1`r1:�me spacing of 8' O.C. Y _p. � 9 P
required. N
6. Where a girder intersects another girder in a T manner, U
use one or two 4"x4"x8" HDG angles as necessary with 5/8" vj ;�
�
diameter HDG Bolts. �j
7. A.E.S. recommends using Simpson PS218 Piling Straps O 4
on all girder to piling connections even when these straps -h t%o t
are not required by code. .
2x10 Floor Framing Notes:
1. Floor Joists are 2xl 0 SYP #2 @ 16" O.C. unless otherwise 4) oo
noted. Installation is to be per details shown on this plan and110
per the NC 2002 Residential Code. A/E Solutions is not bi) 0
responsible for performance related issues such as vibration, �"' O
squeaks, or floor covering issues. W
2. Deck Joists are to be Pressure Treated Southern Yellow p�
Pine of #2 or better grade. Size and spacing shown on plan. (1) �D I
E3 Exterior Floor Ledger Detail 3. A/E Solutions recommends that any lumber that may be
SN Scale: 112`=V exposed to moisture in the future to be framed with pressure 0�
(3)1Dd Toe re;ls on PT Be -per Ptan treated lumber.
_h side of f-r}Wst T�
2x2 PT Ledge 4. This document does not address water intrusion issues or
2x10 PT SYP #2 Floor
Joists @i6. O.C. any flashing details. The contractor is to pay careful attention -
Sp oe@4'O.er.anal to water intrusion issues to avoid problems in the future. -
space � a•o.c. a„d
oente,_)Nst 5. All connections are to be joist hangers sized to fit the
NetchDc10JoL-twith application or ledgers as specified in the NC 2002 Code. Do
No 'ch °° �`° " not use joist hangers in exterior applications in coastal areas
N°.�,
DETAIL QUam salsfied.ALIFICATIONS: This detail is not va''d unless al 43a5kations prone to corrosion.
1.) 2x10 SYP #2 Pressure Treated Joists @ 16' O.C.
2) CCA PmssLrm Treatment prefer . 6. All construction is to conform with the NC 2002 Residential Copyright 2006
3.) If other treatment used- verily xmpaoLdity %irhfas'eners nod harW2ra.
°) ExteResi r°�ading� Code and local code requirements. A.E.S P.C.
5.) Residental Loafing- 40 psf Ise bad. 10 psrf� bad
6.) No I" bads or polntbads. {,, c� t
7.)10d Hot Dipped Galvanized or Sa-, S� Iboxn&is-.128' Dia. x 3• bog. All Rights Reserved
8.) 15 Mardm�* Span.
r tc EI VED
DCM Wit .MiNGTON hit -
8x8x9 1 /4" PT
(2)2x Block
Deck Beam 5/8" dia. HDG Bolts
Side View w/ nuts and washers
MAY 2 9 2007
i53-oil