HomeMy WebLinkAboutMARINE DR, 2409C�7=�111'L�7 �7: ;kq Id i l it r�7a
DEPARTMENT OF COMMUNITY DEVELOPMENT
STAFF ANALYSIS, FINDINGS &DECISION
Requested Action: Shoreline Substantial Development Permit for the construction of a private, 130-
foot long pier, ramp and floating dock with 12 Chemonite Treated Pilings.
GENERAL INFORMATION � ( j= j
Applicant: Janet and Mike Tarver l 0l 15
AUG 29 200
Location: 2409 Marine Drive
Application: Substantial Development Permit
File Number: BP04 00384
Shoreline Decision: APPROVAL
PROJECT SUMMARY
1. Assessor Account Number:
2. Current Zone Classification:
3. Comprehensive Plan Designation:
3791-000-012-0003
RREMERTON-DEPT. O1=
IMMUNITY DEVELOPMENT
R-10 (Residential 5-10 dwelling units per acre)
Low Density Residential
4. Shoreline Environmental Designation: Urban Residential 3 (R 3)
STATE ENVIRONMENTAL POLICY ACT,,
SEPA Threshold Determination: Determination of Nonsignificance issued on March 7, 2006
SITE DESCRIPTION
2
Location: 2409 Marine Drive
Lot Size: .73 acres
Surrounding Land Uses:
North
R 10
Residential
South
R-10
Residential
East
R-10
Residential
West
N/A
Oster Bay/entrance
to Dyes Inlet
Tarver
BP04 00384 - 1 -
4. Topography/ Existing Structures:
This site is adjacent to Oyster bay. The site has a moderate to steep slope toward the water. This
slope has been modified by retaining rock walls to preclude hazards. The property is developed
with a single-family residence, detached garage, retaining walls and bulkhead.
5. Access:
Access will be via a private driveway from Marine Drive.
STAFF ANALYSIS
Background Information
Prior to 1997, the City received several complaints and appeals filed on applications for piers and
docks in the Oyster Bay channel. To eliminate any confusion regarding the City's positions
relative to piers and docks in this channel, public hearings were held and Resolution No. 2621
was adopted by City Council (August 6, 1997) placing a moratorium on the development of
docks and piers within the channels between Ostrich Bay and Oyster Bay. The moratorium was
set to allow the City to review the level of potential navigational hazards, aesthetic quality, and
environment and public trust issues created by docks and piers in these channels. The
moratorium was set for an estimated 2.5 months for City development work, public notice,
Planning Commission and City Council hearings, with a 5 month review for the State
Department of Ecology's review.
On April 29, 1998 Resolution No. 2650 extended the Moratorium for another 6 months. The
effective date on the moratorium extension was May 6, 1998.
On May 19, 1998 the Bremerton Planning Commission conducted a public hearing to consider
amending regulations of docks and piers within the channel between Ostrich Bay and Oyster Bay
as directed in Resolution No. 2650. The Bremerton Planning Commission forwarded Resolution
No. 98-01 to City Council, recommending that the Shoreline Master Program be amended to
prohibit docks and piers in the channel between Oyster Bay and Ostrich Bay as defined on
Exhibit A (currently SMP Figure 3-5).
In 1999, Ordinance 4634 was adopted to amend the City of Bremerton Shoreline Master Program
to restrict docks and piers in the channel between Oyster Bay and Ostrich Bay for parcels
identified on Exhibit A.
Criteria For Approval:
SEPA Determination: WAC 197-11-355 outlines the local jurisdiction's ability to issue
Determinations of Non -significance.
Shoreline Substantial Development Permit: WAC 173-27450 outlines the criteria for
approval of a Shoreline Substantial Development Permit. Approval can be granted only when the
development is consistent with the Washington State Shoreline Management Act and the
Bremerton Shoreline Master Program (SMP). The development must be consistent with the
development regulations outlined in the Bremerton Shoreline Master Programs goals policies
and regulations guidelines found in Chapter 5, Water Access and Moorage.
Technical Review:
The applications, and accompanying technical documents, have been circulated to the applicable
city departments.
Tarver
BP04 00384 - 2 -
Documents Reviewed:
The site plan (1 September 2004), site plan revision (16 June 2005), vicinity map (1 September
2004), Environmental Checklist (20 July 2004), site photos (dated 20 September 2004),
Substantial Development application (1 September 2004), General construction and Operating
Procedures -Marine Floats (3 February 2005), Biological Evaluation (27 December 2004),
JARPA (13 June 2005), and Hydraulic Project Approval (5 April 2006).
Applicable SEPA review:
The SEPA checklist evaluates 16 different environmental elements. All of these elements were
reviewed and a Determination of Nonsignificance was issued on March 7, 2006. No appeals
were filed.
Applicable Shoreline Review:
Piers and Docks are a permitted use within the Residential Shoreline Designation, except those
prohibited in the channel between Ostrich Bay and Oyster Bay pursuant to SMP Figure 3-5
(Ordinance 4634, 1999). The proposal is two parcels north of and outside of the prohibited area.
WAC 173-27-150 provides review criteria for substantial development permits (SDP). A SDP
shall be granted only when the development proposal is consistent with (a) the policies and
procedures of the acts; (b) the provisions of this regulation; and (c) the applicable master program
adopted for the area. The WAC allows the local government to attach conditions to the approval
of permits as necessary to assure consistency of the project with the act and the local master
program. SMP 5.30 (14) regulates sizes for Piers and Docks
SMP 5-30 (14) Size:
}
z
14.a
Length
Depth of 5' of water as measured at
5.15' from MLW
Mean Low Water (MLW).
14,b
Height
No more than 3' in height above
1' at the bulkhead,
OHWM on landward side, no more than
2' above MHHWL at the end.
2' from all other locations.
14.c
(1)
10' maximum landing area parallel to
Float length 10'
share of "T" end: 10'
14.c
2
4' maximum walkway width
Pier width 4', rain 3' wide
14.c
(3) 1
8' maximum deck landing area width
Float width 8'
Staff Comment: The proposal complies with SMP 5-30.
REVIEW COMMENTS:
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Cit of Bremerton Buildin
Official
No
comment
Engineering Department
No
comment
Cross Connection Control
No
comment
Fire Department
No
comment
Police Department
No
comment
Tarver
8PO4 00384 - 3 -
PUBLIC COMMENTS
In
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NdimeInk
n
CommentIn
,z
Will Maupin
Safety issues in relations to the docks prohibited
in the channel (August 13, 2005).
Inn
Drs George and Kathie Harless
The dock would be located where the
2419 Marine Drive
navigatable channel is only about 150' wide at
Bremerton, WA 98312
high tide and would infringe on about 50 feet of
that channel. Larger vessels would be restricted
(August 1, 2005).
Judy Friedberg-Nerf
Navigational hazard as the channel is narrow.
1600 Madrona Point Drive
Impacts to sanitary sewer lines (August 14,
Bremerton, WA 98312
2005).
George & Helen Miller
Impact to Treaty Reserved resources and lack of
PO Box 788
DCD notifying the Suquamish Tribe. Channel
Bremerton, WA 98337
too narrow. March 20, 2006).
Janet Tonkin
Concern of impeding beach walking and the
hazards to navigation with the narrow channel
(March 20, 2006).
Staff Comment; The review of navigational hazards, aesthetic quality, and environment and public tricst
issues within the Ostrich Bay and Oyster Bay channel were addressed in the public hearings conducted
from 1997 through 1999. The City Council passed Ordinance 4634 restricting docks and piers south of
this parcel. The Suquamish Tribe, along with other State agencies, were notified of the application
through the Notice of Shoreline and SEPA Application process. The Public Works Department has
reviewed this proposal and has no comments or concerns regarding impacts to the sewer lines.
STATE AND LOCAL AGENCIES:
13`° Coast Guard District
Tim Westcott, PATON Manager
915 2nd Avenue, Room 3510
Seattle. WA 98174
State of Washington
Department of Fish and Wildlife (DFW)
Region 6 Office
48 Devonshire Road
Montesano, WA 98563-9618
State of Washington
Department of Ecology (DOE)
PO Box 47600
Olympia, WA 98504-7600
They stated that the proposal did not require to
be marked by marine aids for navigation
(October 4, 2005).
Concern of gracilaria impacts. Recommended
the dock be relocated 25' north with
construction timeline restrictions (August 11,
2005).
Notice given that proposal complies with the
Washington State Coastal Zone Management
Program (June 27, 2005).
Staff Comment: The DFW recommendation to relocate the proposal 25' north was not feasible as this
would place the pier and dock on the neighbor's property. Upon ficrther review by the DFW, they issued
a Hydraulic Project Approval on April 5, 2006, vvith mitigating conditions.
Tarver
BP04 00384 - 4 -
The State DOE reviewed the proposal and found that the proposal will not adversely affect designated
essential fish habitat, and there is no recorded historic properties within the permit area. The proposed
work is of such a limited nature and extent that little likelihood for the project to impinge upon an
unrecorded historic property. The DOE notice initiated consultation for all tribes that have information
or concerns with historic properties in the proposed permit area. The DOE certified that the proposal is
consistent with the Washington Coastal Zone Management Program.
FINDINGS
The City of Bremerton Department of Community Development makes the following findings in support
A the decision for the Shoreline Substantial Development Permit.
1. The proposal is a "Permitted Use" per the Bremerton Shoreline Master Program, Table 3-1.
2. The proposal is consistent with the SMP, Piers and Docics Shoreline Use Policies and
Regulations, SMP 5-30.
3. The proposal complies with the policies and procedures of the Shoreline Act and WAC 173-27.
4. Notice of the proposal was provided in compliance with Bremerton Municipal Code 21.04.030,
including Notice to the Suquamish Tribe. No comments were received from the Tribe.
5. A Determination of Nonsignificance was issued on March 7, 2006. No appeals were filed.
6. Washington State Department of Fish and Wildlife issued the Hydraulic Project Approval on
April 5, 2006 with 33 conditions of approval.
7. The Department of Ecology gave Notice that the proposal complies with the Washington State
Coastal Zone Management Program.
8. The Coast Guard found that the proposal does not require navigational aids.
CONCLUSION
A review of all documents received indicates that the proposal would comply with the City's Shoreline
Master Program policies and regulations subject to the conditions set forth in the decision. These
conditions shall be implemented in accordance with WAC 173-27-150(2).
CONDITIONS
NOW, THEREFORE, BE IT RESOLVED by the City of Bremerton Department of Community
Development Director after considering the above findings APPROVES the proposed Substantial
Development Permit subject to the following conditions:
1. Development must comply with Washington State Fish and Wildlife Hydraulic Permit Approval
conditions.
2. Army Corp of Engineer permit approval is required prior to construction.
Tarver
BP04 00384 - 5 -
3. No excess materials associated with the construction of the dock and pier shall enter into Ostrich
Bay,
4. No construction shall begin and is not authorized until twenty-one (21) days from the date of
filing by the Department of Ecology as defined in RCW 90.58.140(6) and WAC 173-27430.
DECISION
After reviewing the above -findings, conclusions, and conditions the undersigned hereby APPROVES
with conditions the Substantial Development Permit for File BP04-00384, as described herein, for filing
pursuant to Chapter 21.04 of the Municipal Code of Bremerton. This permit is granted pursuant to the
Shoreline Management Act of 1971 and nothing in this permit shall excuse the applicant from
compliance with any other federal, state, or local statutes, ordinances or regulations applicable to this
project. This approval meets the guidelines outlined in WAC 173-27450 and the Bremerton Shoreline
Master Program.
` April 14, 2006
Date
t
APPEALS: The decision of the Land Use Official is final unless appealed to the Bremerton
Administrative Hearing Examiner within fourteen (14) calendar days of the date of this decision. All
appeals must be filed before the deadline below to the Department of Community Development, 345 6`h
Street, Suite 600, Bremerton, WA 98337. The City's final decision may be appealed within 30 days
from the date of the decision to the State Shorelines Hearing Board pursuant to RCW 90.58.180.
Shoreline Substantial Development Permit Appeal Deadline: April 28, 2006.
Tarver
BP04 00384
-6-
Structural Calculations
TARVER RESIDENTIAL
PIER
PARCEL # 379100001200=03
2409 MARINE DRIVE
BREMERTON, WA 98312
submitted to:
KITSAP COUNTY
prepared for:
Marine Floats
1208 East D Street
Tacoma, Washington 98421
fit? 22d06
prepared by:
Sitts � Hili Engineers, Inc.
2901 South 40th Street
Tacoma, WA 98409
July, 2006
S & H Job Number 13,174
TARVER RESIDENTIAL PI11=r
PARCEL # 379100001200-03
2409 MARINE DRIVE
BREMERTON, WA 98312
CALCULATIONS
Marine Float
1208 East D Street
Tacoma, Washington 98421
G
EXPIRES JANUARY 19, 2008
PREPARED BY
Sifts &Hill Engineers, Inc.
2901 South 40th Street
Tacoma, WA 98409
July 22, 2006
S & H Job Number: 13,174
INDEX
His & Hill Engineers
Professional Engineers & Planners
2901 S. 40th Street
Tacoma, WA 98049
253474-9449 Fax: 253474-0153
Job Name: TARVER RESIDENTIAL PIER
Job No: 13,174 Sheet No: 1
By: GWW Date: July, 2006
BASIS FOR DESIGN 2
PIER GRAVITY ANALYSIS 3 - 7
LATERAL ANALYSIS 8 - 13
PILE ANALYSIS 14
BULKHEAD ANALYSIS 15
GUARDRAIL ANALYSIS 16 - 21
11x17 STRUCTURAL DRAWINGS 22 - 23
BASIS
Sitts & Hill Engineers
Professional Engineers & Planners
2901 S. 40th Street
Tacoma, WA 98049
253-474-9449 Fax: 253474-0153
Job Name: TARVER RESIDENTIAL PIER
Job No: 131174 Sheet No: 2
By: GWW Date: July, 2006
BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE.
LOADS: PIER LIVE LOAD = 40 PSF
PIER DEAD LOAD = 8 PSF
WIND LOAD 85 MPH BASIC WIND SPEED, EXPOSURE C
SEISMIC DESIGN CATEGORY D
STRUCTURAL STEEL:
BOLTS: ASTM A307
MISC. STEEL (PLATE, etc): ASTM A36 (Fy = 36 KSI)
WOOD:
JOISTS
2X4
2X6 OR LARGER
BEAMS
WIDTH 4" OR LESS
WIDTH GREATER THAN 4"
WOOD TYPE
H F#2
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General Information
Section Name 2x6
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
Title: TARVER PIER
Dsgnr: GWW
Description :
Scope :
Job # 13,174
Date: 3:OOPM, 22 JUL 06
5
Page 1
13174.ecv+mCalcul a ti on s
Code Ref: 1997l2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
5.500 in
Left Cantilever
1.500 in
Right Cantilever
Sawn
Hem Fir, No.2
Fb Base Allow
0.920
Fv Allow
Pin -Pin
Fc Allow
E
ft Lu
ft Lu
850.0 psi
150.0 psi
405.0 psi
1,300.0 ksi
0.00 ft
0.00 It
0.00 ft
Repetitive Member
Span= 1.33ft, Beam Width = 5.500in x Depth = 1.5in, Ends are Pin -Pin
Max Stress Ratio 0.034 : 1
Maximum Moment 0.0 k-ft Maximum Shear * 1.5
Allowable 0.2 k-ft Allowable
Max. Positive Moment 0.01 k-ft at 0,665 ft Shear: @ Left
Max. Negative Moment 0.00 k-ft at 0,000 ft @ Right
Max @ Left Support 0.00 k-ft Camber: @ Left
Max @ Right Support 0.00 k-ft @ Center
Max. M allow 0.15 @ Right
Reactions...
fb 30.88 psi fv 2.37 psi Left DL 0,00 k Max
Fb 899,30 psi Fv 138,00 psi Right DL 0,00 k Max
Deflections
Center Span... Dead Load I oral Loaa LeR k.anuieva[...
Deflection -0.000 in -0.001 in Deflection
...Location 0.665 ft 0.665 ft ...Length/Deft
...Length/Deft 113,970.8 18,995,14 Right Cantilever...
Camber ( using 1.5 " D.L. Defl ) ... Deflection
@ Center 0,000 in ...Length/Deft
@ Left 0.000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 33.067 Le 0.000 ft Sxx 2,063 in3 Area
Cf 1.000 Rb 0,000 Cl 15.960
Max Moment Sxx Req'd
@ Center 0,01 k-ft 0.07 in3
@ Left Support 0,00 k-ft 0.00 in3
@ Right Support 0.00 k-ft 0,00 in3
Shear Analysis @ Left Support @ Right Support
Design Shear 0.02 k 0,02 k
Area Required 0,142 in2 0.142 in2
Fv: Allowable 138.00 psi 138,00 psi
Bearing @ Supports
Max. Left Reaction 0,02 k Bearing Length Req'd
Max. Right Reaction 0,02 k Bearing Length Req'd
0.000 in
0.0
0.000 in
0.0
8.250 in2
Allowable fb
899.30 psi
899.30 psi
899.30 psi
0.007 in
0.007 in
Beam Design OK
0.0 k
1.1 k
0.02 k
0.02 k
0.000 in
0.000 in
0.000 in
0.02 k
0.02 k
0.000 in
0.0
0.000 in
0.0
Title: TARVER PIER
Dsgnr: GWW
Description :
Scope :
5800D4
Kw-0602611, Ver5.8.0, i-Dec-2003 General Timber Beam
33-2003 ENEP.CALC Enweerinq Software
Description 2
General Information
Section Name 3x12
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
Job # 13,174
Date: 3:OOPM, 22 JUL 06
Page 1
13174. ecm Calculat ions
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user defined
Center Span
2.500 in
Left Cantilever
11.250 in
Right Cantilever
Sawn
Hem Fir, No.2
Fb Base Allow
0.800
Fv Allow
Pin -Pin
Fc Allow
E
ft Lu
ft Lu
850.0 psi
150.0 psi
405.0 psi
1,300.0 ksi
Span= 22.00ft, Beam Width = 2.500in x Depth = 11.25in, Ends are Pin -Pin
Max Stress Ratio 0.845 : 1
Maximum Moment 2.9 k-ft Maximum Shear * 1.5
Allowable 3.4 k-ft Allowable
Max. Positive Moment 2,90 k,-ft at 11.000 ft Shear: @ Left
Max. Negative Moment 0.00 k-ft at 0.000 ft
Max @ Left Support 0.00 k-ft
Max @ Right Support 0.00 k-ft
Max. M allow 3,44 Reactions...
fb 660.82 psi fv 25.91 psi Left DL
Fb 782,00 psi Fv 120.00 psi Right DL
Deflections
Center Span... Dead Load
Deflection -0.109 in
...Location 11.000 ft
...Length/Deft 2141404
Camber ( using 1.5 * D.L. Deft ) ...
@ Center 0,164 in
@ Left 0,000 in
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 35.460
Cf 1.000
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
Le 0.000 ft
Rb 0.000
Max Moment
2,90 k-ft
0.00 k-ft
0,00 k,-ft
@ Left Support
0.73 k
6,072 in2
120,00 psi
0.53 k
0.53 k
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
@
Stress Calcs
Bending Analysis
Ck 35.460
Cf 1.000
@ Center
@ Left Support
@ Right Support
Shear Analysis
Design Shear
Area Required
Fv: Allowable
Bearing @ Supports
Max. Left Reaction
Max. Right Reaction
Le 0.000 ft
Rb 0.000
Max Moment
2,90 k-ft
0.00 k-ft
0,00 k,-ft
@ Left Support
0.73 k
6,072 in2
120,00 psi
0.53 k
0.53 k
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
@
0.53 k
0.53 k
0.00 ft
0.00 ft
0.00 ft
Repetitive Member
@
Right
0.09 k
0.09 k
ai way
...� a,,.,,�.�....
-0.656 in Deflection
11.000 ft
...Length/Deft
402.40 Right Cantilever...
Deflection
...Length/Deft
Sxx 52,734 in3 Area
CI 528.000
Sxx Req'd
44.56 in3
0.00 in3
0.00 in3
@ Right Support
0.73 k
6.072 in2
120.00 psi
Bearing Length Req'd
Bearing Length Req'd
Max
Max
0.000 in
0.0
0.000 in
0.0
28.125 in2
Allowable fb
782.00 psi
782.00 psi
782.00 psi
0.521 in
0.521 in
Beam Design OK
0.7 k
3.4 k
0.53 k
0.53 k
0.000 in
0.164 in
0.000 in
0.53 k
0.53 k
0.000 in
0.0
0.000 in
0.0
Rev: 58DOD4
User: KW-06(
(01983-2003
Description
5.8.0, 1-Dec-2003
C Engineering Software
3
General Information
Section Name 6x12
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
Full Length Uniform Loads
Title: TARVER PIER
Dsgnr: GWW
Description :
Scope
General Timber Beam
Job # 13,174
Date: 3:OOPM, 22 JUL 06
Page 1
13174. ecw L a l cu l a t i o n s
Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
11.500 in
Left Cantilever
5.500 in
Right Cantilever
Sawn
Hem Fir, No.2
Fb Base Allow
0,800
Fv Allow
Pin -Pin
Fc Allow
E
it Lu
it Lu
850.0 psi
150.0 psi
405.0 psi
1,300.0 ksi
Center DL 176.00 #/ft LL 880.00 #/ft
Left Cantilever DL #/ft LL MR
Right Cantilever DL #/ft LL #/ft
Span= 4.00ft, Beam Width = 11.500in x Depth = 5.5in, Ends are Pin -Pin
Max Stress Ratio 0.643 : 1
Maximum Moment 2.1 k-it Maximum Shear * 1.5
Allowable 3.3 k-ft Allowable
Max. Positive Moment 2.11 k-ft at 2,000 ft Shear: @ Left
Max. Negative Moment 0.00 k-ft at 0,000 it @ Right
Max @ Left Support 0,00 k-ft Camber: @ Left
Max @ Right Support 0.00 k-ft @ Center
Max. M allow 3.29 @ Right
Reactions...
fb 437.12 psi fv 38,87 psi Left DL 0.35 k Max
Fb 680.00 psi Fv 120.00 psi Right DL 0.35 k Max
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load
Deflection -0.005 in -0,029 in Deflection 0.0 *0
0 in
0
...Location 2,000 ft 2.000 ft ...Length/Deft
...Length/Deft 91814A 1,635.74 Right Cantilever...
Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in
@ Center 0,007 in ..Length/Defl 0.0
@ Left 0,000 in
@ Right 0,000 in
Stress Calcs
Bending Analysis
Ck 35.460 Le 0,000 ft Sxx 57,979 in3 Area 63,250 in2
Cf 1,000 Rb 0,000 CI 2111.999
Max Moment Sxx Req'd Allowable fb
@ Center 2011 k-ft 37.27 in3 680.00 psi
@ Left Support 0,00 k-ft 0,00 in3 680.00 psi
@ Right Support 0,00 k-ft 0.00 in3 680.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 2,46 k 2,46 k
Area Required 20,486 in2 20.486 in2
Fv: Allowable 120.00 psi 120,00 psi
Bearing @ Supports
Max. Left Reaction 2,11 k Bearing Length Req'd 0,453 in
Max. Right Reaction 2.11 k Bearing Length Req'd 0,453 in
0.00 ft
0.00 it
0.00 ft
Beam Design OK
2.5 k
7.6 k
2.11 k
2.11 k
0.000 in
0.007 in
0.000 in
ilk
0.000 in
0.0
0.000 in
0.0
MCE Ground Motion - Conterminous 48 States
Latitude = 47.5800, Longitude =-122.6700
Period MCE Sa
(sec) (%g)
0.2 137.4 MCE Value of Ss, Site Class B
1.0 048.0 MCE Value of S1, Site Class B
Spectral Parameters for Site Class D
0.2 137.4 Sa = FaSs, Fa = 1.00
1.0 072.9 Sa = FvS1, Fv = 1.52
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7/22/2006
SITTS & HILL ENGINEERS INC.
2901 SO, 40th St., Tacoma, WA 98409-5697 PROJECT: TARVER RESIDENTIAL
Telephone (253) 474-9449 PIER
Fax (253) 474-0153
SEISMIC FORCE
GROUND MOTION
Ss
2
SDS := 3 •Fa•Ss
SDS = 0.916
Fa
SEISMIC RESPONSE COEFFICIENT
]b
—
ft
13174 Lateral.mcd
7/22/2006
design GWW
10 chk BRL
lb
2
ft
Fseismic Cs 44 ft 0.5 4 ft 8 psf Fseismic = 257.91b DESIGN SEISMIC FORCE FOR A PILE
WIND ANALYSIS
BASED ON ASCE 7-02
WIND LOADS BASED ON ASCE CHAPTER 6, SECTION 6.5.13
SEISMIC DESIGN CATEGORY: D
(TABLE 6-2}
2
a
2.01• 2 KZ = 0.8
9
K,t := 1.0
Kd := 1.0
I := 1.0
G := 0.85
Cf := 1.6
Af:= 5ft•(44ft)•0.5
V := 85
qZ:= 0.00256•KZ•Kt•Kd•VZ•I•psf
qZ = 15.7 Ib ff2
Fwind �= gz'G'Cf'Af
F := max(seismic � Fwind)
VELOCITY PRESSURE EXPOSURE COEFFICINET
IC FACTOR
TOPOGRAPH
WIND DIRECTIONSLITY FACTOR
IMPORTANT FACTOR
GUST EFFECT FACTOR
NET FORCE COEFFICIENT
(FIGURE 6.21, ASCE 7-02)
PROJECTED AREA NORMAL TO THE WIND
WIND SPEED (MPH)
VELOCITY PRESSURE_
Fwind = 2348.91b DESIGN WIND FORCE
F = 2348.91b CONTROLLING LATERAL FORCE
lb
—
in2
SITTS & HILL ENGINEERS INC.
2901 SO, 40th St., Tacoma, WA 98409-5697 PROJECT: TARVER RESIDENTIAL
Telephone (253) 474-9449 PIER
Fax (253) 474-01 53
4lIND � `�lSN4 t �
PER PLAN l
13174 Lateral.mcd
7/22/2006
design GWW
chk BRL
EACH BRACING MEMBER SHALL RESIST
ONE-HALF OF THE AXIAL LOAD, ONE
MEMBER IN TENSION AND THE OTHER IN
COMPRESSION
T =AXIAL FORCE IN BRACING MEMBER
T = 166009 lb
2
THE PILE DIAMETER IS 12" AND THE CROSS BRACING MEMBERS ARE 2.5" THICK -USE 1/2" DIAMETER
BOLTS
D := O.Sin (Bolt Diameter)
Fyb:= 45000•psi (Bolt Bending Yield Stress)
Fempareltel 5500•psi (Main Member Dowel Bearing Strength Parallel to Grain)
Femperpendicular 3050•psi (Main Member Dowel Bearing Strength Perpendicular to Grain)
Fesparellel 4800•psi (Side Member Dowel Bearing Strength Parallel to Grain)
Fesperpendicular 2550•psi (Side Member Dowel Bearing Strength Perpendicular to Grain)
lm := 12.in (Main Member Dowel Bearing Length)
Is 2,5.in (Side Member Dowel Bearing Length)
Om := 45 (Load to Grain Angle in Connection of Main Member, degrees)
Os := 0 (Load to Grain Angle in Connection of Side Member, degrees)
O 2•iE•0 m 2'7z'Os
O := max(Om,O,) Ke := I + 0.25•— K8 = 1.125 Om,:= Os,e.
90 360 360
FemB�=
Femparellel' Femperpendicular
Femparellel'Sin(Om')2 + Femperpendicular•COS(Om,)2
Feme = 3924 psi
TARVER RESIDENTIAL PIER
SITTS & HILL ENGINEERS INC.
2901 SO, 40th St., Tacoma, WA 98409-5697 PROJECT: TARVER RESIDENTIAL
Telephone (253) 474-9449 PIER
Fax (253) 474-0153
Fesparellel' Fesperpendicular
Fese :_
Fesparelle0in(0
s')2 + Fesperpendicular' cos(Os)2
Femu
Re:= —
Fes9
Re = 0.817
+ 2 Reg (1 + Rt + Rt2) + Rt2 Rea — Re (1 + Rt)
(I + Re)
Z Fyb (I + Re) D2
2
3 Fem6'Im
FesB = 4800 psi
kl = 1.357
k2 = 0.913
2 (1 + Re) 2 Fyb (2 + Re) D2
k3 :_ —1 + + k3 = 1.304
Re 2
3 • Feme' is
D• I m' Feme
ZU,, := Zyr, = 52321b
4•K0
D• 1s' Fes6
Z� := Zts = 1333.31b
4•K0
k I • D- Is' Fese
Ztt := Zn = 2010.41b
3.6- K0
k2•D•Im'FemB
(I + 2•Re)•3.2•K0
k34D• Is' Feme
Ztns := Z�s = 630.61b
(2 + Re) 3.2 K0
2 2•F F
em8' yb ZN = 558.91b
13174 Lateral.mcd
7/22/2006
design GWW
12 chk BRL
Z := min(ZZts>Ztt>Zub„ZtnsZty� Z = 558.91b (BOLT DESIGN CAPACITY)
T = 1660.91b Cd := 1.6
T USE (2) 1/2" DIAMETER BOLTS
N �_ AT EACH END OF BRACING
Z•Cd N = 1.9
TARVER RESIDENTIAL PIER
SITt'S & HILL ENGINEERS INC.
2901 SO.40th St., Tacoma, WA 98409-5697
Telephone (253) 474-9449
Fax (253) 474-0153
13174 Lateral.mcd
PROJECT: TARVER RESIDENTIAL 7/22/2006
PIER design GWW
13 chk BRL
3 x 8 HF#2 P.T. Memeber H := 5.7•ft psf := pst plf := psf•ft lb := plf •ft psi := lb
144 in
FC := 1300 psi CD := 1.6 CFI, := 1.2 CM := 0.8 CtCLCFI := I.OS Ci
Ft := 525•psi CFt := 1.2
E := 1300000•psi E' := E•Ci
F"C:= FC•CD•CFc•CM F"C= 1747psi 3 x 8 HF#2 P.T. Member
Kf I (Kf = 0.6 for unbraced nailed built
Axial Load Capacity up posts - 0.75 for bolted)
Slenderness Ratio (SL) It := 2.59in
t := 7.25•in
SL := H SL = 9.4
t A := t•h A = 18.1 in2
SL := Hh .5 SL = 13.7 t•h3 4
I:= — I=9.4in
KCE•E'
FCE :=
SL2
FcE
1+—
F
Cp :_ -
2•C
FcE = 1667 psi
2
I + FCE Fcs
F" —
c F"c
2•C C
Member Compression Capacity
F'� := Cp F"� F'� = 1179 psi
Member Tension Capacity
Fit = Ft'CD'CM'Ci4CFt F't = 645.1 psi Pmax := F't'A
12
I.2
S :_ —
h
S = 7.6 in3
Pm� = 21362 Ib > T = 1660.91b
OK
Pmax = 11692.81b > T = 1660.9 lb
SITTS & HILL ENGINEERS INC. 13174 Lateral.mcd
2901 SO, 40th St., Tacoma, WA 9840M697 PROJECT: TARVER RESIDENTIAL 7/22/2006
Telephone (253) 474-9449 PIER design GWW
Fax (253) 474-0153 14 chk BRL
PIER PILE EMBEDEMEN I ANALYSIS
The pier pile and float pile shall be analyzed as a non -constrained embedded pole foundation in accordance
with Section 1805.7.2.1 of the International Building Code
P := 0.5•F
h := 14.04• ft
St := 150• Pft
Given
D = 11.36ft
P = 1174.41b (Lateral Load at Top of Pier Pile}
(Diameter of Pier Pile)
(Distance From Ground Surface to Point of Load Application)
(Allowable Lateral Bearing Pressure)
(Guess a Value of "d" No Greater than 12 feet)
2(.34Pl
Sj-i3dlb
d = \ ii
2
4.36•h
1+ I+
2r.34�P1
Si 13 d),b
Use an Embedment Depth of 12'-0", Minimum FOR TIMBER PILES
TIMBER PILE ANALYSIS
F = 2348.91b
Ib
ksi := 1000 —
. 2
to
The moment at pile base:
F
Mmoment �= 2 •h
7E•(12m 3
S
32
Mmoment
fb :_
S
Fb := 1.6.2450psi
fb = 1.2ksi
Mmoment = 164891bft
S = 169.6 in3
Fb = 3.9 ksi
12" Timber Pile Section Modulus
(I.B.C. Equation 18-1)
TARVER RESIDENTIAL PIER
SITTS & HILL ENGINEERS INC.
2901 SO. 40th St., Tacoma, WA 98409-5697 PROJECT: TARVER RESIDENTIAL
Telephone (253) 474-9449 PIER
Fax (253) 474-0153
AD CON
ION DESIGN
V = DESIGN SHEAR FOR CONCRETE CONNECTION (GRAVITY)
V :_ (8 + 40)•psf•22•ft•4•ft•0.5
V = 21121b
USE 112" DIAMETER EPDXY BOLTS TO ATTACH LATERAL TO CONCRETE
13174 Lateral.mcd
8/4/2006
design GWW
1`5 chk BRL
Va: CAPACITY OF 1/2" DIAMETER BOLT IN EPDXY IN NORMAL WEIGHT CONCRETE WITH 4" EMBEDMENT
Va:= 1600•lb PER IBC 2003 TABLE 1912.2
_ V
N'- V N= 1.3 USE 2 bolts
a
CHECK SEISMIC FORCE ON ENTIRE PIER
Fp := max(O.OS•8•psf•4•ft•86•ft,0.133•SDS•8•psf•6•ft•86•ft�
Fp = 502.91b � 4Va = 64001b
(IBC 2003 EQs 16-58 and 16-59)
USE 1/2" DIAMETER BOLT WITH 4" EMBEDMENT LENGTH SPACED EVENLY OVER 4'-0"WIDTH.
TARVER RESIDENTIAL PIER
SITTS & HILL ENGINEERS, INC. DESIGNED C�i �J, _DATE el�T< <3C�3JOe_
TACOMA, WA-S�HINGTON (253) 474-9449 CHECKED Ate[ DATE o 1EET
HI
PROJECT___�f F1# (� 1 v_OF
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SITTS & HILL ENGINEERS, INC. DESIGNED4�7tJIJ DATE 74� 2Z-t Ot, JOB
TACOMA, WASHINGTON (253) 474-9449 CHECKED RR- DATE _--_
j�EET
PROJECT_��t� Zjj
Title :
Dsgnr:
Description
Scope:
KW-0602611, Ver5.8.0, t-Dec-2003 General Timber Beam
3-2003 ENERCALC Enoineerina Software
Description END POST
General Information
Section Name 4x4
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
Su
Dafe:
Job #
19
Page 1
Code Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Center Span
3.500 in
Left Cantilever
3.500 in
Right Cantilever
Sawn
Hem Fir, No.2
Fb Base Allow
1.000
Fv Allow
Pin -Pin
Fc Allow
E
3.50 ft .....Lu 3.50 ft
It I ....Lu 0.00 It
It . I ...Lu 0,00 It
850.0 psi
150.0 psi
405.0 psi
1,300.0 ksi
0-
. Left 740,00 #/ft It
LL @ Left #/ft Start Loc 24500
Span= 3.50ft, Beam Width = 3.500in x Depth = 3.5in, Ends are Pin -Pin
Max Stress Ratio 0.679 : 1
Maximum Moment 0.5 k-ft Maximum Shear * 1.5
Allowable 0.8 k-ft Allowable
Max. Positive Moment 0.52 k-ft at 2,324 it Shear: @ Left
Max. Negative Moment -0.00 k-ft at 3.500 It @ Right
Max @ Left Support 0.00 k-ft Camber: @ Left
Max @ Right Support 0,00 k-ft @ Center
Max. M allow 0.76 @ Right
Reactions...
fb 865.41 psi fv 88.37 psi Left DL 0,33 k Max
Fb 1,275.00 psi Fv 150.00 psi Right DL 0,99 k Max
Deflections
Center Span... Dead Load Total Load Left Cantilever... Dead Load
Deflection -0.068 in -0.068 in Deflection 0.000 in
...Location 1.862 ft 1.862 It ...Length/Deft 0.0
...length/Deft 616.7 616.69 Right Cantilever...
Camber ( using 1.5 * D.L. Defl ) ... Deflection 0,000 In
@ Center 0.102 In ..Length/Defl 0.0
@ Left 0.000 In
@ Right 0.000 in
Stress Calcs
Bending Analysis
Ck 31.716 Le 6,542 ft Sxx 7.146 in3 Area 12.250 in2
Cf 1,500 Rb 4.737 Cl 334,750
Max Moment Sxx Req'd Allowable fb
@ Center 0.52 k-ft 4.85 In3 11275400 psi
@ Left Support 0.00 k-ft 0.00 in3 11275.00 psi
@ Right Support 0.00 k-ft 0.00 In3 11275.00 psi
Shear Analysis @ Left Support @ Right Support
Design Shear 0.50 k 1.08 k
Area Required 3.347 1n2 7.217 in2
Fv: Allowable 150.00 psi 150,00 psi
- Bearing @ Supports
Max. Left Reaction 0.33 k Bearing Length Req'd 0.236 in
Max. Right Reaction 0,99 k Bearing Length Req'd 0.697 in
Beam Design OK
1.1 k
1.8 k
0.33 k
0.99 k
0.000 in
0.102 in
0.000 in
0.33 k
0.99 k
0.000 in
0.0
0.000 in
0.0
Title : Job #
Dsgnr: Date:
Description
Scope : O
User: KW-0602611,Ver5.8.0,1-Dec-2003 Timber Column Design Page 1
(c)1983-2003 ENERCALC Engineering Software ECW:Calcula(ions
-lam
Description 1/2 OF END BRACE
General Information ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined
Wood Section 2x4 Total Column Height 4.85 ft
Rectangular Column Load Duration Factor 1.00
Column Depth (along y-y axis) 3.50 in Fc 1,300,00 psi
i Width (along x-x axis) 1.50 in Fb 850.00 psi
Sawn E - Elastic Modulus 1,300 ksi
Hem Fir, No.2
Unbraced length for "y-y" axis sideways deflection 4,85 ft
Unbraced length for "x-x" axis sideways deflection 4,85 ft
Lu XX for Bending 4,85 ft
Axial Load
Eccentricity
0.000 in
Dead Load Live Load
872,00lbs 0.00 ibs
Using :2x4, Width= 1.50in, Dept#t= 3.50in, Total Column Ht= 4.85ft
DL+LL DL+LL+ST
fc : Compression 166.10 psi 166,10 psi
Fc : Allowable 248.71 psi 248.71 psi
Short Term Load
0.00 ibs
Column OK
DL + ST
166.10 psi
248.71 psi
fbx :Flexural 0.00 psi 0.00 psi 0.00 psi
F'bx :Allowable 1,239.68 psi 1,239.68 psi 1,�39.68 psi
Interaction Value 0.6678 0.6678 0.6678
Stress Details
Fc : X-X 248.71 psi For Bending Stress Cafes...
Fc : Y-Y 1,001.55 psi Max k*Lu / d 50.00
Pc: Allowable 248.71 psi Le : Bending 8.93 ft
F'c:Allow * Load Dur Factor 248.71 psi (Lu-xx * NDS Table 3.3.3 factor)
F'bx 11239.68 psi Rb : (Le d / b^2) ^.5 12.912
F'bx * Load Duration Factor 1,239.68 psi Min. Allow k*Lu / d 11.00
Cf:Bending 1,500
€ For Axial Stress Cafes...
E Cf : Axial 1.150
Axial X-X k Lu / d 38.83
Axial Y-Y k Lu / d 16.64
r: KW-0602611, Ver 5.8.0, 1-Dec-2003
963-2003 ENERCALC Engineering Software
Title : Ah if
Dsgnr: Date:
Description
Scope :
General Timber Beam
21
Page 1
CW:Cafculations
Description Top Rail for 200 #Load
General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user defined
Section Name 2x4
Beam Width
Beam Depth
Member Type
Load Dur. Factor
Beam End Fixity
Point Loads
Live Load 200.0 ibs
..distance 2.000 It
1.500 in
3.500 in
Sawn
1.000
Pin -Pin
Ibs
0.000 ft
Center Span
Left Cantilever
Right Cantilever
Hem Fir, No.2
Fb Base Allow
Fv Allow
Fc Allow
E
Ibs
0.000 ft
4.00 ft .....Lu
4.00
ft
ft
Lu
0.00
ft
it
Lu
0,00
ft
850.0 psi
150.0 psi
405.0 psi
1,300.0 ksi
Ibs Ibs Ibs
0.000 ft 0.000 ft 0.000 ft
Span= 4.00ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin
Max Stress Ratio 040Z8 : 1
Maximum Moment 0.2 k-ft Maximum Shear * 1.5
Allowable 0.3 k-ft Allowable
Max. Positive Moment 0.20 k-ft at 2,000 ft Shear: @ Left
Max. Negative Moment 0,00 k-ft at 4.000 ft @ Right
Max @ Left Support 0,00 k-ft Camber: @ Left
Max @ Right Support 0.00 k-ft @ Center
Max. M allow 0.32 @Right
Reactions... -.
fb 783.67 psi fv 28.57 psi Left DL 0,00 k Max
Fb 1,248.13 psi Fv 150.00 psi Right DL . 0.06 k Max
Deflections
Center Span... Dead Load
Deflection 0.000 in
...Location 4.000 ft
...Length/Deft 0.0
Camber ( using 1.5 " D.L. Defl) ...
@ Center 0,000 in
@ Left 0.000 in
@ Right 0.000 in
Stress Caics
Bending Analysis
Ck 31,716 Le 7.352 ft
Cf 1.500 Rb 11.717
Max Moment
@ Center 0.20 k-ft
@ Left Support 0.00 k-ft
@ Right Support 0.00 k-ft
Shear Analysis @ Left Support
Design Shear 0.15 k
Area Required 1.000 in2
Fv: Allowable 150.00 psi
Bearing @ Supports
Max. Left Reaction 0.10 k
Max, Right Reaction 0.10 k
-0.066 in �v ,Deflection
2.000 ft ...Length/Defl
725.76 Right Cantilever...
Deflection
...Length/Defl
Sxx 3.063 in3
CI 0.979
Sxx Read
1.92 in3
0.00 in3
0.00 in3
@ Right Support
0.15 k
1.000 in2
150.00 psi
Bearing Length Req'd
Bearing Length Req'd
0.000 in
0.0
0.000 in
0.0
Area 5.250 in2
Allowable fb
1,248.13 psi
1,275.00 psi
1,275.00 psi
0.165 in
0.165 in
ibs
0.000 ft
Beam Design OK
0.2 k
0.8 k
0.10 k
0.10 k
0.000 in
0.000 in
0.000 in
0.10 k
0.10 k
0.000 in
0.0
0.000 in
0.0
Fa
3
0
C
e • �
BUILDING COOS
2003 EDITION OF THE INTERNATIONAL BUILDING CODE
LS ADS:
PIER LIVE LOAD = 40 PST (REDUCIBLE).
PFR DEAD LOAD = 8 PSF.
WIND LOAD = 85 MPH BASIC WAND SPEED, EXPOSURE C
SEISMIC DESIGN CATEGORY D.
UiP.I'.T�7i;IPx�
TIMBER PILING SHALL 8E PACIFIC COAST DWGLAS FlR CUi FROM SOUND LIVE TREES. PILING SWJl
MEET THE REQUIREMENTS OF ASTM D-25, MINIMUM TIP DIAMETER SHALL. BE 8 INCHES, MINIMUM BUTT
DIAMETER SR41 BE 12 INCHES. MAXIMUM BUTT DIAMETER SHALL BE 20 INCHES. PILING SHALL BE
STRAPPED PER WSDOT 'STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION' (WSDOT SPEC)
2000 EDITION SECTION 9-10.1
HUNG SHALL BE TREATED PER WSDOT SPEC 9-09.3, NOTE USE OF CREOSOTE TREATED PILING IS
ACCEPTABLE TO THE ENGINEER; HOWEVER, APPROVAL FOR USE IS SUBJECT TO THE OWNERS PERMIT
REQUIREMENTS,
CONTRACTOR SHALL TAKE SPECIAL CARE TO AVOID BREAKING THE SURFACE OF TREATED PANG, ALL
CUTS OR BREAKS SHALL BE REPAIRED,
HUNG SHALL BE STRAPPED AFTER TREATMENT. PROVIDE A MINIMUM OF THREE STRAPS PER WSDOT
SPECIFICATION 9-10.1
AFTER CUTOFF, PILE SHAM BE LIBERALLY TREATED WITH TWO APPLICATIONS OF A COMPATIBLE
PRESERVATIVE WITHIN 8 HOURS OF CUT OFF. PROTECT PILE END FROM MOISTURE UNTIL TREATMENT,
APPLY PRESERVATIVE UNTIL VISIBLE EVIDENCE OF PENETRATION HAS CEASED,
PILES SHAD. BE DRIVEN WITH A STEAM, AIR OR DIESEL 14AMMER OF SUCH SIZE AS TO DRIVE THE PILING
TO THE REQUIRED DEPTH AND BEARING AS INDICATED.
STRUCTURAL STEEL
ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 KSI). ALL BOLTS SHALL BE ASTM A307,
UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST ASC HANDBOOK. ALL EXPANSION AND
EPDXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PUCE. ALL
BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF
WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS. All WELDING SHALL BE PERFORMED BY WELDERS
HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOW4 ON THE
DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY, All
WELDING DONE BY E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE All WELDING PER
LATEST AMERICAN WELDING SOCIETY STANDARDS, THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP
AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION, SHOP
WELDS AND FIELD WELDS SHWA BE SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR RENEW.
PROTECTIVE COATINGS:
BOLTS: ALL BOLTS SHALL BE ZINC COATED (GALVANIZED) BY THE HOT -DIP GALVANIZING PROCESS IN
ACCORDANCE WITH ASTM A153 W BY COATINGS OF ZINC MECHANICALLY DEPOSITED ON IRON AND STEEL
IN ACCORDANCE WITH ASTM 8695-00, AFTER HOT -DIP GALVANIZNG, ALL NUTS TO BE OVER TAPPED
0.021' TO ALLOW INSTALLATION ON GALVANIZED BOLTS, BOLT HOLES SHALL BE CLEARED OF EXCESS
ZINC TO ALLOW THE SPECIFIED BOLT CLEARANCES.
ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL. BE GALVANIZED, GALVANIZING SCOW. BE PERFORMED
IN ACCORDANCE WITH ASTM STANDARD SPECIFICATION A123 TO DEPOSIT ZINC (HOT GALVANIZED) COATING
ON PRODUCTS FABRICATED FROM ROLLED, PRESSED AND FORGED STEEL SHAPES, PLATES, BARS AND
STRIPS.
COATING THICKNESS: COATING THICKNESS SHALL BE AS SPECIFIED IN ASTM A123 (2.3 OZ./SO. FF.
AVERAGE, 2.0 OZ./SQ. FT, INDIVIDUAL SPECIMENS), TEST REQUIRED FOR COATING THICKNESS A123
SHALL BE DOCUMENTED AND SUBMITTED TO THE ENGINEER,
FIELD REPAIR: FIELD REPAIR OF DAMAGED ZINC COATING SHALL BE DONE IN ACCORDANCE WITH ASTM
A780, SECTION 2.2.1 AND ANNEX Al. THE MINIMUM THICKNESS OF THE REPAIR COAT SHALL BE EQUAL
TO THE THICKNESS OF THE HOP DIP COATING AS ORIGINALLY SPECIFIED SHOP REPAIR SHALL BE BY
HOT -DIP GALVANIZING.
HANDLING: AFTER SHOP FABRICATION AND GALVANIZING, STRUCTURAL STEEL MEMBERS SH 41 BE
M40LED WITH SUFFICIENT CARE TO MINIMIZE DAMAGE DURING SHIPMENT. SUFFICIENT DUNNAGE SHALL
BE USED TO PREVENT ANY RUBBING OF STEEL TO STEEL.
WOOD:
SAWN LUMBER
FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN
WORD PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER
SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL
HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES:
WORD
JOISTS:
TYPE:
2%4
H.F. /2
2%6 OR LARGER
H.F. 2
BEAMS:
WIDTH 4' OR LESS
H.F. /2
WIDTH GREATER THAN 4'
N.F. /2
LEDGERS AND TOP PLATES:
H.F. /2
NOMINAL 2X6 DECKING. MINIMUM F6 = 850 PSI, MINIMUM E = 1,300,000 PSI. NAIL EACH PLANK WITH
(2) /9x3' WICK DRIVE GALVANIZED DECK SCREWS AT EACH SUPPORT. DECK SHALL BE INSTALLED AS
SIMPLE SPAN WTIH ALL PLANKS BEARING ON MINIMUM TWO SVPPoRTS. FOR REFERENCE AND/OR
ADDITIONAL INFORMATION, SEE 'STANDARD FOR TWO INCH NOMINAL THICKNESS LUMBER RWf DECKING
FOR STRUCTURAL APPLICATIONS% ARC 118-71,
CHOICE DECK (ALTERNATIVE):
COCK SWAT BE CONSISTENT WITH )CC REPORT NER-596. NAIL EACH PLUNK WITH (2) /9x3' QUICK
DRIVE GALVANIZED DECK SCREWS AT EACH SUPPORT, DECK SHALL BE INSTALLED AS SIMPLE SPAN WITH
Al PLANKS BEARING ON MINIMUM TWO SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION,
SEE 'STANDARD FOR TWO INCH NOMINAL THICKNESS LUMBER ROOF DECKING FOR STRUCTURAL
APPUCATIONS', ANC 118-71.
WOOD GENERAL:
DO NOT NOTCH OR DRILL JOISTS OR BEAMS WITHOUT PRIOR APPROVAL OF THE ENGINEER. PROVIDE 2' SOLID
BLOCKING AT SUPPORTS OF ALL JOISTS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF
THE INTERNATIONAL BUILDING CODE, WOW CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE
COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.C. APPROVAL ALL WOOD EXPOSED
TO WEATHER SCOW. BE PRESSURE TREATED. METHOD OF PRESSURE TREATING SHALL BE PER MARINE FLOATS -
SEE MARINE FLOATS DRAWINGS FOR ADDITIONAL INFORMATION, ALL FASTENERS IN PRESSURE TREATED WOOD
SHALL BE HOT -DIPPED GALVANIZED, STAINLESS STEEL OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE.
ALL FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE
FIELD IN ACCORDANCE WITH AWPA M4,
SHOP DRAWINGS:
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REWIRED BY
SPECIFICATIONS,
THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL ITEMS NOT IN ACCORDANCE WITH
CONTRACT DOCUMENTS SFW1 BE FLAGGED UPON CONTRACTOR'S REVIEW,
VERIFY All DIMENSIONS WITH MARINE FLOATS.
ANY CHANGES, SUBSTITUTIONS, OR DEVOTIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY
MANUFACTURER OR FABRICATOR, ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY
SUBMITTING PARTIES SH41 NOT BE CONSIDERED APPROVED AFTER ENGINEER'S RENEW, UNLESS NOTED
ACCORDINGLY.
THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY
TIME BEFORE OR AFTER SHOP DRAWING REVIEW,
THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY
AND ARE NOT FLAGGED BY THE ENGINEER SW41 NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT
IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS,
THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR
SUBMITTING AUTHORITY,
REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS.
RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR.
GENERAL:
THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE
MER100 OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMBED TO, BRACING,
SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE
RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF
CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO, NOR SHALL OBSERVATION
VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS,
CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION, LOAD SHALL NOT
EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT,
WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE
LATEST EDITION AND/OR ADDENDA
ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL
WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHIALL COORDINATE ALL DETAILS,
NOtES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL
DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH MARINE FLOAT DRAWINGS PRIOR
TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ENGINEER.
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE
GREATER REQUIREMENTS SHALL GOVERN,
ANT' ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A
REGIS[FRED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
T
SCALE: N.T.S.
END POST
SCllE: N.T.S.
A
NOTES:
1. 4x4 WOW POSTS PER PLAN
2. 3/16' DIAMETER (MINIMUM)
STAINLESS STEEL CABLES
(MINIMUM NOMINAL STRENGTH OF
4,000 LB) AT 3/8' DIAMETER
HOLES IN WOOD POSTS -
SWAGGED END CONNECTIONS BY
WIRE ROPE MANUFACTURER -
TENSIW EACH CABLE TO 53 LB
3. WOOD DECKING PER GSN
4. WOOD PILE CAP PER PLAN
5. WOOD STRINGERS PER PLAN
6. TIMBER PILE PER GSN
I 7. 2x6 WOW RAIL
8. ATTACH POST WITH (2) 1/2"
DIAMETER CARRIAGE BOLTS TO
STRINGER - USE 2'x2" PLATE
WASHERS
9. 3X8 CROSS BRACING WITH (2)
1/2" DLA THRU-BOLTS AND CUT
WASHERS
10. 2X4 GUARDRAILS ATTACHED TO
4X4 POST
sEcnoN
4'-0' MINIMUM
NOTES:
1. 2z6 WORD RAIL
2. 3/4' Dt4 THRU-BOLT
3. 4z4 WORD POST PER PLAN
4. STRINGER PER PLAN
5. 2x4 BRGE EACH SIDE OF 4z4
POSTS
SCALE:
N.T.S.
CONNECTION TO LANI
NOTES:
1. EXISTING CONCRETE BULKHEAD
2. STRINGER PER PLAN
DIANEIER BOLTS SET IN
SIMPSON S.E.T. EPDXY, SPACED
EVENLY
4. 3/8' STEEL BENT PLATE WITH
1/2' DIAMETER LAG SCREWS TO
3x8 LEDGER PND STRINGER OR
SPLICE DOARD
5. 3z8 BASE PLATE
6. EMBED ANCHOR BOLTS 4',
MINIMUM
7. CONTINDOUS 3x12
8. 3z3x5/I6 z 0'-11" LONG
GALVANIZED STEEL ANGLE WITH
1/2' DLAIRETER CARRIAGE BOLTS
AND 1/2' DIAMETER HEX -HEAD
ea Ts
NOTES:
1. STRINGER PER PLAN
2. 2x10 SPACE BOARD
3. 1/2' DIAMETER CARRIAGE BOLT
STAGGERED HIGH AND LOW
4. STRINGER ANO SPLICE BOARD
ZAGGED TO PILE CAP
5. COUNTER SUNK 1/2' x 15' HOT
DIPPED GALVANIZED LAG PIN
(DRIFT Pit) W(IH MALLEABLE
IRON WASHER
6. PILE CAP PER PLAN
7. TIMBER PILE PER GSN
NOTES:
1. 1/2' DWAELER CARRIAGE BOLTS
STAGGERED HIGH
AND LOW, (2) BOLTS MINIMUM
EACH SIDE OF SPLICE
2. WORD STRINNGER PER PORN
3. 2x10 SPLICE BOARDS
4. STRINGER PND SPLICE BOARD
CONNECTED TO PILE CAP WITH
L3x3z3/16z0'-3" ANGLE WITH
t/2' DIAMETER LAG SCREW
5. WORD HlE CAP PER PUN
6. WOOD PtE PER GSN
7. RWFlNG PAPER
CfJ
w �
Q_ Z
Q
3 J
� ZZ Ja
<r
n
a OC ow Z10
SHEET NO.t_
S1.0
PROJECT NO.�
13.174
0
c
a
PLAN -PIER DOCK RAMP AND DOCK FLOAT
SCPLE: 1/8a = 1'-0s
IYP.
IXISIMIG CC
BI
C•
�s
MHHWL 11.74'
PLAN NOTE
1. VERIFY ALL DIMENSIONS WNN MARINE FLOATS DRAWING.
FlELD VERIFY ALL EXISTING DIMENSIONS ANO ELEVATIONS.
2. FOR CLARIFY, DETAILS MAY ONLY SHOW ONE SIDE OF
FRAMING CONDfRON.
3. FOR CLARRY, ALL DECK OPENINGS MAY NOT BE SHOWN,
FOR EXACT SIZE, NUMBER AND LOCATION OF OPENING,
SEE MARINE FLOATS DRAWINGS,
4. DETAIL CUTS SHOWN ARE LOCATED ON SHEET S1.0
5. PLIES SHALL BE DRIVEN WITH A 2500 LB HAMMER TO A
MINIMUM EMBEDMENT DEPTH OF 12'-0' OR UNTIL
REFUSAL
W
0
Q� Q
Q
(V ui
W o3 Z
w
� zz
O �
� W Qco
N m ' O S
sNEEr No..
S2.0
PROJECT NO.�
13.174
City of Bremerton
Department of Community Development
DETERMINATION OF NONSIGNIFICANCE
PROPOSAL: Shoreline Substantial Development
single-family residential pier, ramp
Treated Pilings
PROPONENT: Mike and Janet Tarver
Permit to construct a 130-foot long.
and floating dock with 12 Chemonite
LEAD AGENCY: Department of Community Development
FILE NUMBER: BP04 00384
LOCATION: 2409 Marine Drive, Bremerton
° ��C� WE
D
AUG 2 9 2006
BREMERTON-DEp-i OF
COMMUNITY DEVELOPMENT
The lead agency for this proposal has determined that it does not have a probable significant
adverse impact on the environment. An environmental impact statement (EIS) is not required
under RCW 43.21 C.030(2)(c). This decision was made after review of a completed
environmental checklist and other information on file with the lead agency. This information is
available to the public on request.
This DNS is issued after using the option DNS process in WAC 197-11-355. There is no further
comment period on the DNS.
RESPONSIBLE OFFICIAL;
STAFF CONTACT:
DATE OF ISSUE:
APPEAL DEADLINE.
Chri�o�jher R. Hugo,`Re�ponsible
Christopher R. Hugo, Director
Department of Community Development
City of Bremerton
345 6'h Street, Suite 600
Bremerton, WA 98337
JoAnn Vidinhar, (360) 473-5289
March 77 2006
March 22, 2006
NOTE: Pursuant to RCW 43.21C.075 and City of Bremerton environmental regulations (BMC
Chapter 20.14.300), decisions of the Responsible Official may be appealed. Appeals must be
filed with the appropriate fees at the Department of Community Development located at the
Bremerton Permit Center, 286 Fourth Street, Bremerton, 98337. Appeals must be filed by the
date indicated above as "Appeal Deadline." If you appeal, you should be prepared to make
specific factual objections.
NOTE: The issuance of this DNS does not constitute project approval. The applicant must
comply with all other applicable requirements of the City of Bremerton and the State of
Washington.
IV�,.II'C 11"1 W C� 1
Wire R®pe &
Equipment, Inc.
Diameter
and
Take Up
Inches
Average
Overall
With ends
in Closed
Position
Inches
WEIGHT POUNDS EACH
With Eyes Jaw Jaw and
or Hooks and Eye Jaw
' I�4 < 4
8�1r4
,31
.32
.36
' 5/16x 4�1/2
9.9/16
,41
,47
.52
' 3l8 x 6
11-7/8
.71
.76
.81
' 1;2 x 6
13-5/16
1.45
1.53
1.61
9
16�5/ 16
1.68
1.71
1.74
12
19�5/16
2.00
2.06
2.11
' 5/8 x 6
151�2
2.35
2.35
3.02
9
18-L2
2.88
3.06
3.22
12
21�1:2
3.76
3.78
3.38
'3/4 x 6
17
3.64
3.87
4.11
9
20
4.31
4.30
5.10
12
23
5.08
5.36
5.65
18
29
6.29
6.57
6.86
7/8 z 12
245/8
7.35
7.76
8.17
18
30�5/8
9.35
9.24
9.13
' 1 x 6
20.5l8
8.53
8.92
9.32
12
26.5/8
11.23
11.20
11.18
18
32-5/8
13.23
13.30
14.60
24
38�5/8
16.58
16.30
17.30
t lia z 12
29-7l8
17.90
19.40
20.91
18
35.7/8
22.85
24.16
25.50
24
41-7/8
26.77
28.40
28.70
1 � I/2 x 12
32-3/8
27.94
28.99
30.05
18
38.3/8
33.19
32.38
31.56
24
44-3/8
37.69
39.18
40.67
1�3;4 a 18
41�3/4
50.88
49.76
55.04
24
47-J:4
58.00
60.68
63.36
2 x 24
51-3/4
69.80
94,60
100.00
21:2x 24
56�1/2
140.00
150.00
161.00
2�3/4 x 24
61-1/2
194,00
200.00
216.00
*AVAILABLE IN STAINLESS STEEL PLUS 7/8 x 6
EYE DIMENSIONS IN INCHES
Safe
Working
A
8
C
D
E
Load Lbs.
1/4
11/32
7/32
25/32
1-25/32
500
5/ 16
7/ 16
9/32
15/ 16
2-3/ 16
800
3/8
17/32
11/32
1-1/8
2-9/lfi
1,200
1/2
23,/32
7/16
1.7/16
3-7/32
2,200
5/8
7/8
I/2
1�3/4
3-7/8
3,500
3/4
1
5/8
2-1/8
4-11/16
5,200
7/8
I�I/4
3/4
2-3/8
5-1/4
7,200
1
1J/16
7/8
3
6-3/8
10,000
1�1/4
1-13/16
1�1/8
3-9/1fi
7-3/4
15,200
1-1/2
2.1/8
1-1/4
4-1/8
8-5/8
21,400
13/4
2.3/8
1�1/2
4-11/16
10
28,000
2
2-11/16
1�3/4
53/4
12-1/8
37,000
21/2
&1/8
2
6�1/2
13-9/16
60000
2-3/4
3-1/4
2-1/4
7
15
75000
FITTINGS
®���� ��
D
AUG 2 9 2006
i�al ��
y' � ''
Ni ,.';-�
�7-•
�����;
Hool<
and Eye Eye 81 Eye
COMMI
Hool< &
Hook
H 001<
C �+ -Dimensions and strength '
E
�N-DLP1-
DEVELUP
Jaw &
Jaw &Eye Jaw
• Ultimate Load five times Safe Working Load.
HOOK DIMENSIONS IN INCHES
Safe
Working
A
B
C
D
E
Load
Lbs.
1/4
li4
3/8
7/16
I-5/8
400
5/16
5/16
7/16
I/2
I-29/32
700
3/8
3/8
17/32
9/16
29/32
1,000
1/2
I/2
11/16
21/32
2-27/32
1,500
5/8
5/8
27/32
27/32
3-17/32
2,250
3/4
3/4
1
31/32
4.5/16
3,000
7/B
7/8
1-3/16
I-1/6
5
4,000
I
1
1�3/6
I�1/4
5-11/16
5,000
1�1/4
1-1/16
1�1/2
L1/2
6-29/32
5,000
1-1/2
1-5/16
1.3/4
1-7/8
8.11/32
7,500
EYE
Dimensions and strength
JAW DIMENSIONS IN INCHES
Safe
Working
Load
A
B
C
D
E
P
G
H
Lhs.
1/4
5/8
1/4
13/32
9/32
1/2
1�5/8
5/8
500
5/16
7/8
1/4
15/32
9/32
U2
2
11/16
800
3/8
7/8
5/16
1/2
5/16
19/32
2�3/16
13/16
1,200
1/2
1-1/1 6
3/8
5/8
13/32
3/4
2-3/4
1
2,200
5/8
1-5/16
1/2
3/4
1/2
1-1/32
3-1/2
1-5/tfi
3,500
3/4
1-1/2
5/8
15/16
9/16
1-9/32
4-1/8
1-5/8
5,200
7/8
1-3/4
3/4
1�1/8
11/16
I-15/32
4-27/32
1-7/8
7,200
1
2-1/16
7/8
1�3/15
25/32
1-21/32
5-17/32
2.1/8
10000
1-1/4
2-13/16
1-1/8
1.3/4
1
2-3/32
7-3/16
25/B
15,200
1-I/2
2-13/16
1.3/8
2�1/16
1-1/16
2-15/32
7-7/8
3-1/8
21,400
1 -3/4
3.3/8
1.5l8
2�3/8
I-I/4
2-29/32
9-3/8
3-1/2
28 000
2
3-11/16
2
2-7/2
1-9/16
3.17/32
10-7/B
4-3/16
37,000
2-1/2
4-7/16
2.1/4
2-7/8
1-9/16
4-5/8
13-11/32
5-5/8
60000
2-3/4
4-3/16
2-3/4
3�1/2
1-5/8
5-3/8
15
6�1/8
75000
23
' JI•' •MELWASEMME• ' • 11•0221d�
MARINE STRUCTURES ENGINEERING
1004 Commercial Avenue, #364
Anacortes, Washington 98221
20 July 2006
Mr. John Wasilewski, President
Mantle Industries, Inc.
1100 Yew Avenue
Blaine, WA 98230
Dear John:
Phone: (360) 4664627
Fax: (360) 230-2310
D
AUG 2 9 2006
BREMERTUw L i. OF
OOMMUNITY DEVELOPMENT
At your request, I have reviewed Mantle Industriesdesign drawings for the four feet wide,
lightweight -style aluminum gangways with your special floor beam extrusion or 4" x 4" x 1/8"
square tube floor beams. My calculations indicate that these gangway ramps meet or exceed
the requirements of the 2003 International Building Code (AA ASM 35 and Parts 1-A and 1-B of
the Aluminum Design Manual) for allowable stresses and deflections using 2 inch diameter
pipe top chords of the schedule listed and with the loads shown in following tables.
For all gangway lengths, the dead load allowance is 10 pounds per square foot (10 psf), the
utility allowance is 10 pounds per lineal foot (10 pp, and the handrail concentrated load is 100
pounds. The design wind is 130 mph (3-second), exposure 'D' in accordance with the 2003 IBC.
Len
Up to and Including 24 feet
Up to and including 32 feet
Up to and Including 36 feet
Up to and Including 40 feet
Len
Up to and Including 40 feet
Up to and Including 44 feet
Allowable Live Load
100 psf
60 psf
50 psf
40 psf
Allowable Live Load
50 psf
40 psf
The supports on each end of the gangway are to be designed or evaluated by others on a project
specific basis. ptolts must be able to safely support the reactions of the dead load, live
load and wind load acting concurrently.
Sincerely,
MARINE STRUCTURES ENGINEERING
PS ( )4t� �
Kelly LaFave, P.E.
Quality Engineering for: •Manufacturers •Engineers •Contractors
RUN-OFF PLATE
SEE SHEET 2
ROLLER END
OF GANGWAY
"e
F
ALUM. TS3" X 2" X 1/8"
BOTTOM CHORDS, TYP.
ALUM. FB3" X 4" X 3/16"
4'-0" COMMON FLOOR BEAMS, TYP. 'A' BAYS Q 4'-0"
ALUM. TS2" X 2" X 1/8"
DECK SUPPORTS IF REQ'D
FOR DECK OPTION
ALUM. L4" X 3" X 1/4"
END FLOOR BEAMS, TYP.
TOPS
cV
3"
DECK SUPPORT IIF
REQ'D FOR DECK OPTION)
BOTTOM CHORD
DECK OPTION —� DETAIL 1 DETAIL 1
NOT SHOWN FLOOR PLAN
TYP MANTLE EXTRUDED
1/4 CONNECTOR, TYP.
2" ALUM. PIPE TOP CHORD
(SCH. 40 OR SCH. 80 AS REQ'DI " 2"e PIPE
2'-0" 4'-0" ALUM. TS2" X 2" X 1/8" DETAIL 2 2'-0" 1'-10" 5 1/4 TOP CHORD
TYo `WEBS, TYP. 11 I` I "I
OSHA SIDE RAIL OPTION DETAIL 3
SHOWN THIS END
'B' LENGTH P1N-TO-PIN
ELEVATION
2"e ALUM. PIPE TOP CHORD
ALUM. TS2" X 2" WEBS, TYP.
1/2"e ALUM. PIPE RAILS
FULL LENGTH, BOTH SIDES
it 3/4" X 1 1/2" 110 GA,) ALUM.
GRIP -STRUT PLANK. WELD TO
FLOORBEAM ON GANGWAY CU
2 X 8 6 2 X 10 P.T. PLANK EACH
SIDE. SECURE W/ 1/411e GALV.
BOLTS, LOCK WASHERS 6 NUTS.
a
UBC S[DE RAIL OPTION
SHOWN THIS END
2"e ALUM. PIPE TOP CHORD
ALUM. TS2" X 2" WEBS, TYP.
1/2"e ALUM. PIPE RAILS
FULL LENGTH, BOTH SIDES
12" ALUM, DIAMONDBACK
DECK PLANKS, TRANSVERSE TO
TRAFFIC. WELD TO L2 X 2
DECK SUPPORTS, TYP.
TYf
SHORE END
OF GANGWAY
�— ALUM. TS3" X 2" BOTTOM CHORD "-1.
� ALUM. FB4" X 3" FLOOR BEAM 2u
1/2"t P.T. PLYWOOD SHIM, TYP,
�— ALUM.
� ALUM.
ALUM.
TS3"
F84"
L2" X
X
X
2"
2" BOTTOM CHORD
3" FLOOR BEAM
DECK SUPPORTS
2"
v�v 1 Ivl�
OSHA SIDE RAIL OPTION
GRIP -STRUT 6 PLANK DECK OPTION
ALL GRIP -STRUT DECK OPTION
SECTION
UBC SIDE RAIL OPTION
DIAMONDBACK DECK OPTION
(4)
ALUM.
WELD
GRIP -STRUT PLANKS
TO FLOOR BEAMS. TYP.
3/4" PRESSURE -TREATED "TUFF-TRED"
PLYWOOD DECK. ATTACH TO DECK
SUPPORTS, W/ 3/16"e WASHER HEAD
ALUMINUM RIVETS, 12" O.C., TYP.
ALUM. TS3" X 2" BOTTOM CHORD ---- - - �— ALUM. TS3" X 2° BOTTOM CHORD
ALUM. FB4" X 3" FLOOR BEAM ALUM. FB4" X 3" FLOOR BEAM
ALUM. L2" X 2" DECK SUPPORTS
"TUFF-TRED" PLYWOOD DECK OPTION
DESIGN NOTES:
DEAD LOAD INCLUDES THE STRUCTURAL WEIGHT
OF THE GANGWAY PLUS 5 PSF DECK ALLOWANCE
AND 10 PPF UTILITY ALLOWANCE.
TOP RAIL HORIZONTAL LOAD IS 20 LBS.lFT.
WIND LOAD IS 1997 UBC, CHAPTER 16, 80 MPH,
EXPOSURE 'C', MINOR STRUCTURE.
THE UNIFORM LIVE LOAD LISTED IN THE TABLE
ACTING CONCURRENTLY WITH THE DEAD, HANDRAIL
AND WIND LOADS ABOVE RESULTS IN STRESSES
AND DEFLECTIONS IN CONFORMANCE WITH THE
1997 UNIFORM BUILDING CODE.
ALL ALUMINUM IS ASTM B308 ALLOY 5061-T6
ALL ALUMINUM WELDING SHALL COMFORM TO THE
1987 AWS D1.2 STRUCTURAL WELDING CODE. ALL
WELDING SHALL BE PERFORMED BY AWS QUALIFIED
STRUCTURAL WELDERS USING 5346 FILLER WIRE.
TOP AND BOTTOM CHORD SPLICES IIF USED) SHALL
CONSIST OF ALL-AROUND, PARTIAL PENETRATION
BUTT WELDS AND SHALL NOT BE LOCATED WITHIN
THE MIDDLE ONE-THIRD OF THE TRUSS SPAN.
BOTTOM CHORD SPLICES SHALL ALSO INCLUDE A
X 10" LONG ALUM, SPLICE BAR WELDED
TO EACH VERTICAL SIDE OF THE BOTTOM CHORD.
WEB
BOTTOM CHORD
FLOOR BEAM
DETAIL 3
GANGWAY
MODEL
IAI
NO. OF
BAYS
/Br
LENGTH
PIN -TO -PIN
TOP
CHORD
SCH.
RATED
LIVELOAD
CAPACITY
4X20
3
20'-2"
40
100 PSF
4X24
4
24'-2"
40
100 PSF
4X28
5
28'-2"
40
60 PSF
4X32
6
32'-2"
40
60 PSF
4X36
7
36'-2"
40
50 PSF
4X40
8
40'-2"
40
40 PSF
4X40-80
4X44-80
8
9
40'-2"
44'-2"
80
80
50
40
PSF
PSF
311
41-011
611 LUGS, 611 GAPS
41-011
2 7/1611 5 7/811 LUGS, 6 1/811 GAPS
OPTIONAL
RUN-OFF PLATE
411
a I I 2 3/4°
1 1/161111 TYP,
311
ALUM, BAR 3/4" (OR 1 1/2") X 3/8"
TO MATCH HEIGHT OF DECK
112110 ALUM, PIPE
1/24 SS ROUND BAR, DRILL FOR
5/16110 SS COTTER PIN 111 IN FROM
THIS END
2 7/16"
214 ALUM, PIPE TYP, DRILL 3/81,
iIS LUG FOR COTTER PIN.
V SLIP -NOT ALUM, PLATE
2ILL 6 TAP FOR 1/4116 SS
i BOLTS, TYP.
�- 3/411 X 411 UHMW-PE WEAR EDGE
RADIUS TO FIT L411 X 311
ALUM, BAR 4" X 3/81,
ROLLER TAB
END WEBS
TYP. BOTTOM CHORD
1/8 1/4(\-
C9 CAP OPEN ENDS OF TUBES 1/8 TYP*
3 W/ ALUM. IL 1/8111 TYP.
0
CI
-<TYP.
W �t 1/4
ILALUM, L4" X V
lop lilt SS ROLLER PIN END FLOOR BEAM
z o ROLLER TAB
1 N
J UHMW-PE ROLLER
lu
2" ROLLER END
"
END WEBS
BOTTOM CHORD
TYP.
ALUM. BAR 2" X 1/4"
(511 LONG) GUSSET, TYP.
FB3" X 4" X 3/16"
END FLOOR BEAM
Al_d ll
3/161,
BEAM
2'�JG
-P' 2'"1°
CL LUG Ct CL LUG
LUG END
41-411
4 1/211
1' 11 3/811 Ct.
ROLLER GUIDE
3/814 EPDXY -SET ANCHOR
BOLTS IN DECK OF CONCRETE
FLOATS, TYP. (BY OTHERS)
ROLLER END
11-11 3/81,
GANGWAY ENDS
A 11411 qll
2"
LUG END
1 5/1611 O.D, 1 1/1611 I.D.
V DEEP NYLON BUSHING
ALUM. BAR 611 X 11'
GANGWAY LUG
CAP OPEN ENDS OF TUBES
W/ ALUM. FL 1/811, TYP.
L411 X 511 X 1/411
END FLOOR BEAM
1/41\
ROLLER PIN
ROLLER TAB
ROLLER
1/811 CHAMFER
DRILL 5/16"/ FOR
1/411/ SS COTTER
3/811 IN FROM END
15/1611
ROLLER
MAKE 2
6"
ROLLER PIN
MAKE 2
4"
ROLLER GUIDE 1/211
3/8111 X 311 LONG GALV, LAG 211 1
SCREW IN DECK OF TIMBER ct 111
FLOATS, TYP. (BY OTHERS)
DRILL 6 CSC FOR
1/4"0 SS FH SCREWS
WEAR EDGE
51-011
N L
I-�----------N}------------Cam--------
3/4" X 2" UHMW-PE
ROLLER GUIDE
MAKE 2
20 JUL 06
Mimi- 7/8/2008
15/1611
1 1/16110 ON CL
FOR 1" 1 SS PIN
SOLID UHMW-PE
lilt SS ROUND
3/4'4 SS FLAT WASHER
SOLID UHMW-PE
1'-011 . 311
45 BEVEL
EACH END
7/1614 C.B. 1 1/8116
3/811 DEEP, TYP.
LIGHTWEIGHT GANGWAYS
4' VDE GANGWgYg ....
RUN-OFF PLATE 6 END DETAILS__ 2 a 2