HomeMy WebLinkAbout029-24 - Miles Resources, LLC - Contract Exhibit B
Rev 3/18/22 JR
City of Port Orchard Pottery Ave Non-Motorized Improvements Project PROJECT # PW2023-002
_____________
APPENDIX A
POTTERY AVE NON-MOTORIZED IMPROVEMENTS CONTRACT PROVISIONS AND SPECIFICATIONS
Page 70 of 316
Certificate Page
City of Port O rchard
Departm ent of Public W orks
Pott ery A ve Non-M otorized Impro vem ents Pro ject
The civil engineering material and data contained in the Plans and Specifications were prepared
under the supervision and direction of the undersigned, whose seal(s) as a registered
professional engineer is/are affixed below.
Recommended for approval:
Plans and Divisions 2-9
[E>~PIRES 7
Civil Engineer II
Christian Williams, PE
City Engineer
Kenneth C. Hammer, PE, PMP
Approved:
Denis Ryan
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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INTRODUCTION TO THE SPECIAL PROVISIONS 1
2
3
(December 10, 2020 APWA GSP) 4
5
The work on this project shall be accomplished in accordance with the Standard Specifications 6
for Road, Bridge and Municipal Construction, 2024 edition, as issued by the Washington State 7
Department of Transportation (WSDOT) and the American Public Works Association (APWA), 8
Washington State Chapter (hereafter “Standard Specifications”). The Standard 9
Specifications, as modified or supplemented by these Special Provisions, all of which are 10
made a part of the Contract Documents, shall govern all of the Work. 11
12
These Special Provisions are made up of both General Special Provisions (GSPs) from 13
various sources, which may have project-specific fill-ins; and project-specific Special 14
Provisions. Each Provision either supplements, modifies, or replaces the comparable 15
Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition 16
to any subsection or portion of the Standard Specifications is meant to pertain only to that 17
particular portion of the section, and in no way should it be interpreted that the balance of the 18
section does not apply. 19
20
The project-specific Special Provisions are not labeled as such. The GSPs are labeled under 21
the headers of each GSP, with the effective date of the GSP and its source. For example: 22
23
(March 8, 2013 APWA GSP) 24
(April 1, 2013 WSDOT GSP) 25
26
Also incorporated into the Contract Documents by reference are: 27
· Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted 28
edition, with Washington State modifications, if any 29
· Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current 30
edition 31
· City of Port Orchard Public Works Engineering Standards and Specifications, currently 32
adopted edition 33
34
Contractor shall obtain copies of these publications, at Contractor’s own expense. 35
36
Division 1 37
General Requirements 38
39
DESCRIPTION OF WORK 40
41
(March 13, 1995) 42
This Contract provides for the improvement of Pottery Avenue and utilities within the roadway 43
and other work, all in accordance with the attached Contract Plans, these Contract Provisions, 44
and the Standard Specifications. 45
46
Division 1 47
General Requirements 48
49
Definition and Terms 50
51
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1-01.3 Definitions 1
(January 19, 2022 APWA GSP) 2
3
Delete the heading Completion Dates and the three paragraphs that follow it, and replace 4
them with the following: 5
6
Dates 7
Bid Opening Date 8
The date on which the Contracting Agency publicly opens and reads the Bids. 9
Award Date 10
The date of the formal decision of the Contracting Agency to accept the lowest 11
responsible and responsive Bidder for the Work. 12
Contract Execution Date 13
The date the Contracting Agency officially binds the Agency to the Contract. 14
Notice to Proceed Date 15
The date stated in the Notice to Proceed on which the Contract time begins. 16
Substantial Completion Date 17
The day the Engineer determines the Contracting Agency has full and unrestricted 18
use and benefit of the facilities, both from the operational and safety standpoint, any 19
remaining traffic disruptions will be rare and brief, and only minor incidental work, 20
replacement of temporary substitute facilities, plant establishment periods, or 21
correction or repair remains for the Physical Completion of the total Contract. 22
Physical Completion Date 23
The day all of the Work is physically completed on the project. All documentation 24
required by the Contract and required by law does not necessarily need to be 25
furnished by the Contractor by this date. 26
Completion Date 27
The day all the Work specified in the Contract is completed and all the obligations of 28
the Contractor under the contract are fulfilled by the Contractor. All documentation 29
required by the Contract and required by law must be furnished by the Contractor 30
before establishment of this date. 31
Final Acceptance Date 32
The date on which the Contracting Agency accepts the Work as complete. 33
34
Supplement this Section with the following: 35
36
All references in the Standard Specifications or WSDOT General Special Provisions, to 37
the terms “Department of Transportation”, “Washington State Transportation 38
Commission”, “Commission”, “Secretary of Transportation”, “Secretary”, “Headquarters”, 39
and “State Treasurer” shall be revised to read “Contracting Agency”. 40
41
All references to the terms “State” or “state” shall be revised to read “Contracting 42
Agency” unless the reference is to an administrative agency of the State of Washington, 43
a State statute or regulation, or the context reasonably indicates otherwise. 44
45
All references to “State Materials Laboratory” shall be revised to read “Contracting 46
Agency designated location”. 47
48
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All references to “final contract voucher certification” shall be interpreted to mean the 1
Contracting Agency form(s) by which final payment is authorized, and final completion 2
and acceptance granted. 3
4
Additive 5
A supplemental unit of work or group of bid items, identified separately in the Bid 6
Proposal, which may, at the discretion of the Contracting Agency, be awarded in addition 7
to the base bid. 8
9
Alternate 10
One of two or more units of work or groups of bid items, identified separately in the Bid 11
Proposal, from which the Contracting Agency may make a choice between different 12
methods or material of construction for performing the same work. 13
14
Business Day 15
A business day is any day from Monday through Friday except holidays as listed in 16
Section 1-08.5. 17
18
Contract Bond 19
The definition in the Standard Specifications for “Contract Bond” applies to whatever 20
bond form(s) are required by the Contract Documents, which may be a combination of a 21
Payment Bond and a Performance Bond. 22
23
Contract Documents 24
See definition for “Contract”. 25
26
Contract Time 27
The period of time established by the terms and conditions of the Contract within which 28
the Work must be physically completed. 29
30
Notice of Award 31
The written notice from the Contracting Agency to the successful Bidder signifying the 32
Contracting Agency’s acceptance of the Bid Proposal. 33
34
Notice to Proceed 35
The written notice from the Contracting Agency or Engineer to the Contractor authorizing 36
and directing the Contractor to proceed with the Work and establishing the date on which 37
the Contract time begins. 38
39
Traffic 40
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and 41
equestrian traffic. 42
43
Bid Procedures and Conditions 44
45
Prequalification of Bidders 46
47
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1-02 BID PROCEDURES AND CONDITIONS 1
2
1-02.1 Prequalification of Bidders 3
4
Delete this section and replace it with the following: 5
6
1-02.1 Qualifications of Bidder 7
(January 24, 2011 APWA GSP) 8
9
Before award of a public works contract, a bidder must meet at least the minimum 10
qualifications of RCW 39.04.350(1) to be considered a responsible bidder and qualified to 11
be awarded a public works project. 12
13
1-02.2 Plans and Specifications 14
(June 27, 2011 APWA GSP) 15
16
Delete this section and replace it with the following: 17
18
Information as to where Bid Documents can be obtained or reviewed can be found in the 19
Call for Bids (Advertisement for Bids) for the work. 20
21
After award of the contract, plans and specifications will be issued to the Contractor at no 22
cost as detailed below: 23
24
To Prime Contractor No. of Sets Basis of Distribution
Reduced plans (11" x 17") 1 Furnished automatically
upon award.
Contract Provisions
1 Furnished automatically
upon award.
Large plans (e.g., 22" x
34")
N/A Furnished only upon
request.
25
Additional plans and Contract Provisions may be obtained by the Contractor from the 26
source stated in the Call for Bids, at the Contractor’s own expense. 27
28
Examination of Plans, Specifications and Site of Work 29
30
General 31
32
1-02.4(1) General 33
(December 30, 2022 APWA GSP Option A) 34
35
The first sentence of the ninth paragraph, beginning with “Prospective Bidder desiring…”, 36
is revised to read: 37
38
Prospective Bidders desiring an explanation or interpretation of the Bid Documents, 39
shall request the explanation or interpretation in writing soon enough to allow a written 40
reply to reach all prospective Bidders before the submission of their Bids. 41
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1
1-02.5 Proposal Forms 2
(July 31, 2017 APWA GSP) 3
4
Delete this section and replace it with the following: 5
6
The Proposal Form will identify the project and its location and describe the work. It will 7
also list estimated quantities, units of measurement, the items of work, and the materials 8
to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal 9
form that call for, but are not limited to, unit prices; extensions; summations; the total bid 10
amount; signatures; date; and, where applicable, retail sales taxes and acknowledgment 11
of addenda; the bidder’s name, address, telephone number, and signature; the bidder’s 12
UDBE/DBE/M/WBE commitment, if applicable; a State of Washington Contractor’s 13
Registration Number; and a Business License Number, if applicable. Bids shall be 14
completed by typing or shall be printed in ink by hand, preferably in black ink. The 15
required certifications are included as part of the Proposal Form. 16
17
The Contracting Agency reserves the right to arrange the proposal forms with alternates 18
and additives, if such be to the advantage of the Contracting Agency. The bidder shall 19
bid on all alternates and additives set forth in the Proposal Form unless otherwise 20
specified. 21
22
Preparation of Proposal 23
24
1-02.6 Preparation of Proposal 25
(December 10, 2020 APWA GSP, Option B) 26
27
Supplement the second paragraph with the following: 28
4. If a minimum bid amount has been established for any item, the unit or lump sum 29
price must equal or exceed the minimum amount stated. 30
5. Any correction to a bid made by interlineation, alteration, or erasure, shall be 31
initialed by the signer of the bid. 32
33
Delete the last two paragraphs, and replace them with the following: 34
35
The Bidder shall submit with their Bid a completed Contractor Certification Wage Law 36
Compliance form, provided by the Contracting Agency. Failure to return this certification 37
as part of the Bid Proposal package will make this Bid Nonresponsive and ineligible for 38
Award. A Contractor Certification of Wage Law Compliance form is included in the 39
Proposal Forms. 40
41
The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. 42
43
A bid by a corporation shall be executed in the corporate name, by the president or a 44
vice president (or other corporate officer accompanied by evidence of authority to sign). 45
46
A bid by a partnership shall be executed in the partnership name, and signed by a 47
partner. A copy of the partnership agreement shall be submitted with the Bid Form if any 48
UDBE requirements are to be satisfied through such an agreement. 49
50
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A bid by a joint venture shall be executed in the joint venture name and signed by a 1
member of the joint venture. A copy of the joint venture agreement shall be submitted 2
with the Bid Form if any UDBE requirements are to be satisfied through such an 3
agreement. 4
5
Delivery of Proposal 6
7
1-02.9 Delivery of Proposal 8
(January 19, 2022 APWA GSP, Option A) 9
10
Delete this section and replace it with the following: 11
12
Each Proposal shall be submitted in a sealed envelope, with the Project Name and 13
Project Number as stated in the Call for Bids clearly marked on the outside of the 14
envelope, or as otherwise required in the Bid Documents, to ensure proper handling and 15
delivery. 16
17
To be considered responsive on a FHWA-funded project, the Bidder may be required to 18
submit the following items, as required by Section 1-02.6: 19
20
· DBE Utilization Certification (WSDOT 272-056) 21
· DBE Written Confirmation Document (WSDOT 422-031) from each DBE firm 22
listed on the Bidder’s completed DBE Utilization Certification 23
· Good Faith Effort (GFE) Documentation 24
· DBE Bid Item Breakdown (WSDOT 272-054) 25
· DBE Trucking Credit Form (WSDOT 272-058) 26
27
DBE Utilization Certification 28
The DBE Utilization Certification shall be received at the same location and no later than 29
the time required for delivery of the Proposal. The Contracting Agency will not open or 30
consider any Proposal when the DBE Utilization Certification is received after the time 31
specified for receipt of Proposals or received in a location other than that specified for 32
receipt of Proposals. The DBE Utilization Certification may be submitted in the same 33
envelope as the Bid deposit. 34
35
DBE Written Confirmation and/or GFE Documentation 36
The DBE Written Confirmation Documents and/or GFE Documents are not required to 37
be submitted with the Proposal. The DBE Written Confirmation Document(s) and/or GFE 38
(if any) shall be received either with the Bid Proposal or as a Supplement to the Bid. The 39
documents shall be received no later than 48 hours (not including Saturdays, Sundays 40
and Holidays) after the time for delivery of the Proposal. To be considered responsive, 41
Bidders shall submit Written Confirmation Documentation from each DBE firm listed on 42
the Bidder’s completed DBE Utilization Certification and/or the GFE as required by 43
Section 1-02.6. 44
45
DBE Bid Item Breakdown and DBE Trucking Credit Form 46
The DBE Bid Item Breakdown and the DBE Trucking Credit Forms (if applicable) shall be 47
received either with the Bid Proposal or as a Supplement to the Bid. The documents 48
shall be received no later than 48 hours (not including Saturdays, Sundays and Holidays) 49
after the time for delivery of the Proposal. To be considered responsive, Bidders shall 50
submit a completed DBE Bid Item Breakdown and a DBE Trucking Credit Form for each 51
DBE Trucking firm listed on the DBE Utilization Certification, however, minor errors and 52
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corrections to DBE Bid Item Breakdown or DBE Trucking Credit Forms will be returned 1
for correction for a period up to five calendar days (not including Saturdays, Sundays 2
and Holidays) after the time for delivery of the Proposal. A DBE Bid Item Breakdown or 3
DBE Trucking Credit Forms that are still incorrect after the correction period will be 4
determined to be non-responsive. 5
6
Proposals that are received as required will be publicly opened and read as specified in 7
Section 1-02.12. The Contracting Agency will not open or consider any Bid Proposal that 8
is received after the time specified in the Call for Bids for receipt of Bid Proposals, or 9
received in a location other than that specified in the Call for Bids. The Contracting 10
Agency will not open or consider any “Supplemental Information” (DBE confirmations, or 11
GFE documentation) that is received after the time specified above, or received in a 12
location other than that specified in the Call for Bids. 13
14
If an emergency or unanticipated event interrupts normal work processes of the 15
Contracting Agency so that Proposals cannot be received at the office designated for 16
receipt of bids as specified in Section 1-02.12 the time specified for receipt of the 17
Proposal will be deemed to be extended to the same time of day specified in the 18
solicitation on the first work day on which the normal work processes of the Contracting 19
Agency resume. 20
21
22
1-02.10 Withdrawing, Revising, or Supplementing Proposal 23
(July 23, 2015 APWA GSP) 24
25
Delete this section, and replace it with the following: 26
27
After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may 28
withdraw, revise, or supplement it if: 29
30
1. The Bidder submits a written request signed by an authorized person and 31
physically delivers it to the place designated for receipt of Bid Proposals, and 32
2. The Contracting Agency receives the request before the time set for receipt of 33
Bid Proposals, and 34
3. The revised or supplemented Bid Proposal (if any) is received by the Contracting 35
Agency before the time set for receipt of Bid Proposals. 36
37
If the Bidder’s request to withdraw, revise, or supplement its Bid Proposal is received 38
before the time set for receipt of Bid Proposals, the Contracting Agency will return the 39
unopened Proposal package to the Bidder. The Bidder must then submit the revised or 40
supplemented package in its entirety. If the Bidder does not submit a revised or 41
supplemented package, then its bid shall be considered withdrawn. 42
43
Late revised or supplemented Bid Proposals or late withdrawal requests will be date 44
recorded by the Contracting Agency and returned unopened. Mailed, emailed, or faxed 45
requests to withdraw, revise, or supplement a Bid Proposal are not acceptable. 46
47
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1-02.13 Irregular Proposals 1
(December 30, 2022 APWA GSP) 2
3
Delete this section and replace it with the following: 4
5
1. A Proposal will be considered irregular and will be rejected if: 6
a. The Bidder is not prequalified when so required; 7
b. The authorized Proposal form furnished by the Contracting Agency is not 8
used or is altered; 9
c. The completed Proposal form contains any unauthorized additions, deletions, 10
alternate Bids, or conditions; 11
d. The Bidder adds provisions reserving the right to reject or accept the award, 12
or enter into the Contract; 13
e. A price per unit cannot be determined from the Bid Proposal; 14
f. The Proposal form is not properly executed; 15
g. The Bidder fails to submit or properly complete a subcontractor list (WSDOT 16
Form 271-015), if applicable, as required in Section 1-02.6; 17
h. The Bidder fails to submit or properly complete a Disadvantaged Business 18
Enterprise Certification (WSDOT Form 272-056), if applicable, as required in 19
Section 1-02.6; 20
i. The Bidder fails to submit Written Confirmations (WSDOT Form 422-031) 21
from each DBE firm listed on the Bidder’s completed DBE Utilization 22
Certification that they are in agreement with the bidder’s DBE participation 23
commitment, if applicable, as required in Section 1-02.6, or if the written 24
confirmation that is submitted fails to meet the requirements of the Special 25
Provisions; 26
j. The Bidder fails to submit DBE Good Faith Effort documentation, if applicable, 27
as required in Section 1-02.6, or if the documentation that is submitted fails to 28
demonstrate that a Good Faith Effort to meet the Condition of Award was 29
made; 30
k. The Bidder fails to submit a DBE Bid Item Breakdown (WSDOT Form 272-31
054), if applicable, as required in Section 1-02.6, or if the documentation that 32
is submitted fails to meet the requirements of the Special Provisions; 33
l. The Bidder fails to submit DBE Trucking Credit Forms (WSDOT Form 272-34
058), if applicable, as required in Section 1-02.6, or if the documentation that 35
is submitted fails to meet the requirements of the Special Provisions; 36
m. The Bid Proposal does not constitute a definite and unqualified offer to meet 37
the material terms of the Bid invitation; or 38
n. More than one Proposal is submitted for the same project from a Bidder 39
under the same or different names. 40
41
2. A Proposal may be considered irregular and may be rejected if: 42
a. The Proposal does not include a unit price for every Bid item; 43
b. Any of the unit prices are excessively unbalanced (either above or below the 44
amount of a reasonable Bid) to the potential detriment of the Contracting 45
Agency; 46
c. Receipt of Addenda is not acknowledged; 47
d. A member of a joint venture or partnership and the joint venture or 48
partnership submit Proposals for the same project (in such an instance, both 49
Bids may be rejected); or 50
e. If Proposal form entries are not made in ink. 51
52
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1-02.14 Disqualification of Bidders 1
(May 17, 2018 APWA GSP, Option B) 2
3
Delete this section and replace it with the following: 4
5
A Bidder will be deemed not responsible if the Bidder does not meet the mandatory 6
bidder responsibility criteria in RCW 39.04.350(1), as amended; or does not meet 7
Supplemental Criteria 1-7 listed in this Section. 8
9
The Contracting Agency will verify that the Bidder meets the mandatory bidder 10
responsibility criteria in RCW 39.04.350(1), and Supplemental Criteria 1-2. Evidence 11
that the Bidder meets Supplemental Criteria 3-7 shall be provided by the Bidder as 12
stated later in this Section. 13
14
15
1. Delinquent State Taxes 16
17
A Criterion: The Bidder shall not owe delinquent taxes to the Washington State 18
Department of Revenue without a payment plan approved by the Department 19
of Revenue. 20
21
B. Documentation: The Bidder, if and when required as detailed below, shall sign 22
a statement (on a form to be provided by the Contracting Agency) that the 23
Bidder does not owe delinquent taxes to the Washington State Department of 24
Revenue, or if delinquent taxes are owed to the Washington State 25
Department of Revenue, the Bidder must submit a written payment plan 26
approved by the Department of Revenue, to the Contracting Agency by the 27
deadline listed below. 28
29
2. Federal Debarment 30
31
A Criterion: The Bidder shall not currently be debarred or suspended by the 32
Federal government. 33
34
B. Documentation: The Bidder shall not be listed as having an “active exclusion” 35
on the U.S. government’s “System for Award Management” database 36
(www.sam.gov). 37
38
3. Subcontractor Responsibility 39
40
A Criterion: The Bidder’s standard subcontract form shall include the 41
subcontractor responsibility language required by RCW 39.06.020, and the 42
Bidder shall have an established procedure which it utilizes to validate the 43
responsibility of each of its subcontractors. The Bidder’s subcontract form 44
shall also include a requirement that each of its subcontractors shall have and 45
document a similar procedure to determine whether the sub-tier 46
subcontractors with whom it contracts are also “responsible” subcontractors 47
as defined by RCW 39.06.020. 48
49
B. Documentation: The Bidder, if and when required as detailed below, shall 50
submit a copy of its standard subcontract form for review by the Contracting 51
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Agency, and a written description of its procedure for validating the 1
responsibility of subcontractors with which it contracts. 2
3
4. Claims Against Retainage and Bonds 4
5
A Criterion: The Bidder shall not have a record of excessive claims filed against 6
the retainage or payment bonds for public works projects in the three years 7
prior to the bid submittal date, that demonstrate a lack of effective 8
management by the Bidder of making timely and appropriate payments to its 9
subcontractors, suppliers, and workers, unless there are extenuating 10
circumstances and such circumstances are deemed acceptable to the 11
Contracting Agency. 12
13
B. Documentation: The Bidder, if and when required as detailed below, shall 14
submit a list of the public works projects completed in the three years prior to 15
the bid submittal date that have had claims against retainage and bonds and 16
include for each project the following information: 17
18
• Name of project 19
• The owner and contact information for the owner; 20
• A list of claims filed against the retainage and/or payment bond for any of 21
the projects listed; 22
• A written explanation of the circumstances surrounding each claim and 23
the ultimate resolution of the claim. 24
25
5. Public Bidding Crime 26
27
A Criterion: The Bidder and/or its owners shall not have been convicted of a 28
crime involving bidding on a public works contract in the five years prior to the 29
bid submittal date. 30
31
B. Documentation: The Bidder, if and when required as detailed below, shall sign 32
a statement (on a form to be provided by the Contracting Agency) that the 33
Bidder and/or its owners have not been convicted of a crime involving bidding 34
on a public works contract. 35
36
6. Termination for Cause / Termination for Default 37
38
A Criterion: The Bidder shall not have had any public works contract terminated 39
for cause or terminated for default by a government agency in the five years 40
prior to the bid submittal date, unless there are extenuating circumstances 41
and such circumstances are deemed acceptable to the Contracting Agency. 42
43
B. Documentation: The Bidder, if and when required as detailed below, shall sign 44
a statement (on a form to be provided by the Contracting Agency) that the 45
Bidder has not had any public works contract terminated for cause or 46
terminated for default by a government agency in the five years prior to the 47
bid submittal date; or if Bidder was terminated, describe the circumstances. . 48
49
7. Lawsuits 50
51
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A Criterion: The Bidder shall not have lawsuits with judgments entered against 1
the Bidder in the five years prior to the bid submittal date that demonstrate a 2
pattern of failing to meet the terms of contracts, unless there are extenuating 3
circumstances and such circumstances are deemed acceptable to the 4
Contracting Agency 5
6
B. Documentation: The Bidder, if and when required as detailed below, shall sign 7
a statement (on a form to be provided by the Contracting Agency) that the 8
Bidder has not had any lawsuits with judgments entered against the Bidder in 9
the five years prior to the bid submittal date that demonstrate a pattern of 10
failing to meet the terms of contracts, or shall submit a list of all lawsuits with 11
judgments entered against the Bidder in the five years prior to the bid 12
submittal date, along with a written explanation of the circumstances 13
surrounding each such lawsuit. The Contracting Agency shall evaluate these 14
explanations to determine whether the lawsuits demonstrate a pattern of 15
failing to meet of terms of construction related contracts 16
17
As evidence that the Bidder meets the Supplemental Criteria stated above, the 18
apparent low Bidder must submit to the Contracting Agency by 12:00 P.M. (noon) of the 19
second business day following the bid submittal deadline, a written statement verifying 20
that the Bidder meets the supplemental criteria together with supporting documentation 21
(sufficient in the sole judgment of the Contracting Agency) demonstrating compliance 22
with the Supplemental Criteria. The Contracting Agency reserves the right to request 23
further documentation as needed from the low Bidder and documentation from other 24
Bidders as well to assess Bidder responsibility and compliance with all bidder 25
responsibility criteria. The Contracting Agency also reserves the right to obtain 26
information from third-parties and independent sources of information concerning a 27
Bidder’s compliance with the mandatory and supplemental criteria, and to use that 28
information in their evaluation. The Contracting Agency may consider mitigating 29
factors in determining whether the Bidder complies with the requirements of the 30
supplemental criteria. 31
32
The basis for evaluation of Bidder compliance with these mandatory and supplemental 33
criteria shall include any documents or facts obtained by Contracting Agency (whether 34
from the Bidder or third parties) including but not limited to: (i) financial, historical, or 35
operational data from the Bidder; (ii) information obtained directly by the Contracting 36
Agency from others for whom the Bidder has worked, or other public agencies or 37
private enterprises; and (iii) any additional information obtained by the Contracting 38
Agency which is believed to be relevant to the matter. 39
40
If the Contracting Agency determines the Bidder does not meet the bidder 41
responsibility criteria above and is therefore not a responsible Bidder, the Contracting 42
Agency shall notify the Bidder in writing, with the reasons for its determination. If the 43
Bidder disagrees with this determination, it may appeal the determination within two (2) 44
business days of the Contracting Agency’s determination by presenting its appeal and 45
any additional information to the Contracting Agency. The Contracting Agency will 46
consider the appeal and any additional information before issuing its final 47
determination. If the final determination affirms that the Bidder is not responsible, the 48
Contracting Agency will not execute a contract with any other Bidder until at least two 49
business days after the Bidder determined to be not responsible has received the 50
Contracting Agency’s final determination. 51
52
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Request to Change Supplemental Bidder Responsibility Criteria Prior To Bid: Bidders 1
with concerns about the relevancy or restrictiveness of the Supplemental Bidder 2
Responsibility Criteria may make or submit requests to the Contracting Agency to 3
modify the criteria. Such requests shall be in writing, describe the nature of the 4
concerns, and propose specific modifications to the criteria. Bidders shall submit such 5
requests to the Contracting Agency no later than five (5) business days prior to the bid 6
submittal deadline and address the request to the Project Engineer or such other 7
person designated by the Contracting Agency in the Bid Documents. 8
9
1-02.15 Pre Award Information 10
(December 30, 2022 APWA GSP) 11
12
Revise this section to read: 13
14
Before awarding any contract, the Contracting Agency may require one or more of these 15
items or actions of the apparent lowest responsible bidder: 16
1. A complete statement of the origin, composition, and manufacture of any or all17
materials to be used,18
2. Samples of these materials for quality and fitness tests,19
3. A progress schedule (in a form the Contracting Agency requires) showing the order20
of and time required for the various phases of the work,21
4. A breakdown of costs assigned to any bid item,22
5. Attendance at a conference with the Engineer or representatives of the Engineer,23
6. Obtain, and furnish a copy of, a business license to do business in the city or county24
where the work is located.25
7. Any other information or action taken that is deemed necessary to ensure that the26
bidder is the lowest responsible bidder.27
28
Award and Execution of Contract 29
30
1-03.1 Consideration of Bids31
(December 30, 2022 APWA GSP)32
33
Revise the first paragraph to read: 34
35
After opening and reading proposals, the Contracting Agency will check them for 36
correctness of extensions of the prices per unit and the total price. If a discrepancy exists 37
between the price per unit and the extended amount of any bid item, the price per unit will 38
control. If a minimum bid amount has been established for any item and the bidder’s unit 39
or lump sum price is less than the minimum specified amount, the Contracting Agency will 40
unilaterally revise the unit or lump sum price, to the minimum specified amount and 41
recalculate the extension. The total of extensions, corrected where necessary, including 42
sales taxes where applicable and such additives and/or alternates as selected by the 43
Contracting Agency, will be used by the Contracting Agency for award purposes and to fix 44
the Awarded Contract Price amount and the amount of the contract bond. 45
46
Execution Of Contract 47
48
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1-03.3 Execution of Contract 1
(January 19, 2022 APWA GSP) 2
3
Revise this section to read: 4
5
Within 3 calendar days of Award date (not including Saturdays, Sundays and Holidays), 6
the successful Bidder shall provide the information necessary to execute the Contract to 7
the Contracting Agency. The Bidder shall send the contact information, including the full 8
name, email address, and phone number, for the authorized signer and bonding agent to 9
the Contracting Agency. 10
11
Copies of the Contract Provisions, including the unsigned Form of Contract, will be 12
available for signature by the successful bidder on the first business day following award. 13
The number of copies to be executed by the Contractor will be determined by the 14
Contracting Agency. 15
16
Within 3 calendar days after the award date, the successful bidder shall return the 17
signed Contracting Agency-prepared contract, an insurance certification as required by 18
Section 1-07.18, a satisfactory bond as required by law and Section 1-03.4, the Transfer 19
of Coverage form for the Construction Stormwater General Permit with sections I, III, and 20
VIII completed when provided. Before execution of the contract by the Contracting 21
Agency, the successful bidder shall provide any pre-award information the Contracting 22
Agency may require under Section 1-02.15. 23
24
Until the Contracting Agency executes a contract, no proposal shall bind the Contracting 25
Agency nor shall any work begin within the project limits or within Contracting Agency-26
furnished sites. The Contractor shall bear all risks for any work begun outside such areas 27
and for any materials ordered before the contract is executed by the Contracting Agency. 28
29
If the bidder experiences circumstances beyond their control that prevents return of the 30
contract documents within the calendar days after the award date stated above, the 31
Contracting Agency may grant up to a maximum of 10 additional calendar days for return 32
of the documents, provided the Contracting Agency deems the circumstances warrant it. 33
34
1-03.4 Contract Bond 35
(July 23, 2015 APWA GSP) 36
37
Delete the first paragraph and replace it with the following: 38
39
The successful bidder shall provide executed payment and performance bond(s) for the 40
full contract amount. The bond may be a combined payment and performance bond; or 41
be separate payment and performance bonds. In the case of separate payment and 42
performance bonds, each shall be for the full contract amount. The bond(s) shall: 43
1. Be on Contracting Agency-furnished form(s); 44
2. Be signed by an approved surety (or sureties) that: 45
a. Is registered with the Washington State Insurance Commissioner, and 46
b. Appears on the current Authorized Insurance List in the State of Washington 47
published by the Office of the Insurance Commissioner, 48
3. Guarantee that the Contractor will perform and comply with all obligations, duties, 49
and conditions under the Contract, including but not limited to the duty and obligation 50
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to indemnify, defend, and protect the Contracting Agency against all losses and 1
claims related directly or indirectly from any failure: 2
a. Of the Contractor (or any of the employees, subcontractors, or lower tier 3
subcontractors of the Contractor) to faithfully perform and comply with all contract 4
obligations, conditions, and duties, or 5
b. Of the Contractor (or the subcontractors or lower tier subcontractors of the 6
Contractor) to pay all laborers, mechanics, subcontractors, lower tier 7
subcontractors, material person, or any other person who provides supplies or 8
provisions for carrying out the work; 9
4. Be conditioned upon the payment of taxes, increases, and penalties incurred on the 10
project under titles 50, 51, and 82 RCW; and 11
5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign 12
the bond; and 13
6. Be signed by an officer of the Contractor empowered to sign official statements (sole 14
proprietor or partner). If the Contractor is a corporation, the bond(s) must be signed 15
by the president or vice president, unless accompanied by written proof of the 16
authority of the individual signing the bond(s) to bind the corporation (i.e., corporate 17
resolution, power of attorney, or a letter to such effect signed by the president or vice 18
president). 19
20
Scope of the Work 21
22
Coordination of Contract Documents, Plans, Special Provisions, 23
Specifications, and Addenda 24
25
1-04.2 Coordination of Contract Documents, Plans, Special Provisions, 26
Specifications, and Addenda 27
(December 30, 2022 APWA GSP) 28
29
Revise the second paragraph to read: 30
31
Any inconsistency in the parts of the contract shall be resolved by following this order of 32
precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 33
1. Addenda, 34
2. Proposal Form, 35
3. Special Provisions, 36
4. Contract Plans, 37
5. Standard Specifications, 38
6. Contracting Agency’s Standard Plans or Details (if any), and 39
7. WSDOT Standard Plans for Road, Bridge, and Municipal Construction. 40
41
1-04.4 Changes 42
(January 19, 2022 APWA GSP) 43
44
The first two sentences of the last paragraph of Section 1-04.4 are deleted. 45
46
1-04.4(1) Minor Changes 47
(May 30, 2019 APWA GSP) 48
49
Delete the first paragraph and replace it with the following: 50
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1
Payments or credits for changes amounting to $25,000 or less may be made under the 2
Bid item “Minor Change”. At the discretion of the Contracting Agency, this procedure for 3
Minor Changes may be used in lieu of the more formal procedure as outlined in Section 4
1-04.4, Changes. All “Minor Change” work will be within the scope of the Contract Work 5
and will not change Contract Time. 6
7
Control of Work 8
9
Conformity with and Deviations from Plans and Stakes 10
11
Section 1-05.4 is supplemented with the following: 12
13
(******) 14
Contractor Surveying - Structure 15
The Contractor shall be responsible for providing primary survey control, setting, 16
maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for 17
the construction of bridges, noise walls, retaining walls, buried structures, and marine 18
structures. Survey control data, calculations, surveying, and measuring required for 19
setting and maintaining the necessary lines and grades shall be the Contractor's 20
responsibility. 21
22
The Contractor shall inform the Engineer when monuments are discovered that were not 23
identified in the Plans and construction activity may disturb or damage the monuments. 24
All monuments noted on the plans “DO NOT DISTURB” shall be protected throughout the 25
length of the project or be replaced at the Contractor’s expense. 26
27
Detailed survey records shall be maintained, including a description of the work 28
performed on each shift, the methods utilized, and the control points used. The record 29
shall be adequate to allow the survey to be reproduced. A copy of each day's record shall 30
be provided to the Engineer within three working days after the end of the shift. 31
32
The meaning of words and terms used in this provision shall be as listed in "Definitions of 33
Surveying and Associated Terms" current edition, published by the American Congress 34
on Surveying and Mapping and the American Society of Civil Engineers. 35
36
The survey work by the Contractor shall include but not be limited to the following: 37
38
1. Establish primary horizontal and vertical control and expand into secondary 39
control by adding stakes and hubs as well as additional survey control needed 40
for the project. Provide descriptions of secondary control to the Contracting 41
Agency. The description shall include coordinates and elevations of all 42
secondary control points. 43
44
2. Establish, by placing hubs and/or marked stakes, the location with offsets of 45
foundation shafts and piles. 46
47
3. Establish offsets to footing centerline of bearing for structure excavation. 48
49
4. Establish offsets to footing centerline of bearing for footing forms. 50
51
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5. Establish wing wall, retaining wall, noise wall, and buried structure horizontal 1
alignment. 2
3
6. Establish retaining wall top of wall profile grade. 4
5
7. Establish buried structure profile grade. 6
7
8. Establish elevation benchmarks for all substructure formwork. 8
9
9. Check elevations at top of footing concrete line inside footing formwork 10
immediately prior to concrete placement. 11
12
10. Check column location and pier centerline of bearing at top of footing 13
immediately prior to concrete placement. 14
15
11. Establish location and plumbness of column forms, and monitor column 16
plumbness during concrete placement. 17
18
12. Establish pier cap and crossbeam top and bottom elevations and centerline of 19
bearing. 20
21
13. Check pier cap and crossbeam top and bottom elevations and centerline of 22
bearing prior to and during concrete placement. 23
24
14. Establish grout pad locations and elevations. 25
26
15. Establish structure bearing locations and elevations, including locations of 27
anchor bolt assemblies. 28
29
16. Establish box girder bottom slab grades and locations. 30
31
17. Establish girder and/or web wall profiles and locations. 32
33
18. Establish diaphragm locations and centerline of bearing. 34
35
19. Establish roadway slab alignment, grades and provide dimensions from top of 36
girder to top of roadway slab. Set elevations for deck paving machine rails. 37
38
20. Establish traffic barrier and curb profile. 39
40
21. Profile all girders prior to the placement of any deadload or construction live load 41
that may affect the girder's profile. 42
43
22. Establish locations for marine structures including fixed and floating berthing 44
structures, vehicle and pedestrian foundations and spans, and marine-based 45
buildings. 46
47
The Contractor shall provide the Contracting Agency copies of any calculations and 48
staking data when requested by the Engineer. 49
50
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The Contractor shall submit the computed elevations at the top of bridge decks as a Type 1
2 Working Drawing. The elevations shall be computed at tenth points along the centerline 2
of each girder web. 3
4
The Contractor shall ensure a surveying accuracy within the following tolerances: 5
6
Vertical Horizontal 7
1. Stationing on structures ±0.02 feet 8
2. Alignment on structures ±0.02 feet 9
3. Superstructure elevations ±0.01 feet 10
variation from 11
plan elevation 12
4. Substructure ±0.02 feet 13
variation from 14
Plan grades. 15
16
Buried structures shall be within the tolerances described in Section 6-20.3. 17
18
The Contracting Agency may spot-check the Contractor's surveying. These spot-checks 19
will not change the requirements for normal checking by the Contractor. 20
21
When staking the following items, the Contractor shall perform independent checks from 22
different secondary control to ensure that the points staked for these items are within the 23
specified survey accuracy tolerances: 24
25
Piles 26
Shafts 27
Footings 28
Columns 29
30
The Contractor shall calculate coordinates for the points associated with piles, shafts, 31
footings and columns. The Contracting Agency will verify these coordinates prior to 32
issuing approval to the Contractor for commencing with the survey work. The Contracting 33
Agency will require up to seven calendar days from the date the data is received to issuing 34
approval. 35
36
Contract work to be performed using contractor-provided stakes shall not begin until the 37
stakes are approved by the Contracting Agency. Such approval shall not relieve the 38
Contractor of responsibility for the accuracy of the stakes. 39
40
Contractor Surveying - Roadway 41
The Contractor shall be responsible for providing primary survey control, setting, 42
maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for 43
the construction of the roadbed, drainage, surfacing, paving, channelization and 44
pavement marking, illumination and signals, guardrails and barriers, and signing. Survey 45
control data, calculations, surveying, and measuring required for setting and maintaining 46
the necessary lines and grades shall be the Contractor's responsibility. 47
48
The Contractor shall inform the Engineer when monuments are discovered that were not 49
identified in the Plans and construction activity may disturb or damage the monuments. 50
All monuments noted on the plans “DO NOT DISTURB” shall be protected throughout the 51
length of the project or be replaced at the Contractors expense. 52
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1
Detailed survey records shall be maintained, including a description of the work 2
performed on each shift, the methods utilized, and the control points used. The record 3
shall be adequate to allow the survey to be reproduced. A copy of each day's record shall 4
be provided to the Engineer within three working days after the end of the shift. 5
6
The meaning of words and terms used in this provision shall be as listed in "Definitions of 7
Surveying and Associated Terms" current edition, published by the American Congress 8
on Surveying and Mapping and the American Society of Civil Engineers. 9
10
The survey work shall include but not be limited to the following: 11
12
1. Establish primary horizontal and vertical control and expand into secondary 13
control by adding stakes and hubs as well as additional survey control needed 14
for the project. Provide descriptions of secondary control to the Contracting 15
Agency. The description shall include coordinates and elevations of all 16
secondary control points. 17
18
2. Establish the centerlines of all alignments, by placing hubs, stakes, or marks on 19
centerline or on offsets to centerline at all curve points (PCs, PTs, and PIs) and 20
at points on the alignments spaced no further than 50 feet. 21
22
3. Establish clearing limits, placing stakes at all angle points and at intermediate 23
points not more than 50 feet apart. The clearing and grubbing limits shall be 5 24
feet beyond the toe of a fill and 10 feet beyond the top of a cut unless otherwise 25
shown in the Plans. 26
27
4. Establish grading limits, placing slope stakes at centerline increments not more 28
than 50 feet apart. Establish offset reference to all slope stakes. If Global 29
Positioning Satellite (GPS) Machine Controls are used to provide grade control, 30
then slope stakes may be omitted at the discretion of the Contractor. 31
32
5. Establish the horizontal and vertical location of all drainage features, placing 33
offset stakes to all drainage structures and to pipes at a horizontal interval not 34
greater than 25 feet. 35
36
6. Establish roadbed and surfacing elevations by placing stakes at the top of 37
subgrade and at the top of each course of surfacing. Subgrade and surfacing 38
stakes shall be set at horizontal intervals not greater than 50 feet in tangent 39
sections, 25 feet in curve sections with a radius less than 300 feet, and at 10-40
foot intervals in intersection radii with a radius less than 10 feet. Transversely, 41
stakes shall be placed at all locations where the roadway slope changes and at 42
additional points such that the transverse spacing of stakes is not more than 12 43
feet. If GPS Machine Controls are used to provide grade control, then roadbed 44
and surfacing stakes may be omitted at the discretion of the Contractor. 45
46
7. Establish intermediate elevation benchmarks as needed to check work 47
throughout the project. 48
49
8. Provide references for paving pins at 25-foot intervals or provide simultaneous 50
surveying to establish location and elevation of paving pins as they are being 51
placed. 52
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1
9. For all other types of construction included in this provision, (including but not 2
limited to channelization and pavement marking, illumination and signals, 3
guardrails and barriers, and signing) provide staking and layout as necessary to 4
adequately locate, construct, and check the specific construction activity. 5
6
10. Contractor shall determine if changes are needed to the profiles or roadway 7
sections shown in the Contract Plans in order to achieve proper smoothness 8
and drainage where matching into existing features, such as a smooth transition 9
from new pavement to existing pavement. The Contractor shall submit these 10
changes to the Engineer for review and approval 10 days prior to the beginning 11
of work. 12
13
The Contractor shall provide the Contracting Agency copies of any calculations and 14
staking data when requested by the Engineer. 15
16
The Contractor shall ensure a surveying accuracy within the following tolerances: 17
18
Vertical Horizontal 19
Slope stakes ±0.10 feet ±0.10 feet 20
Subgrade grade stakes set 21
0.04 feet below grade ±0.01 feet ±0.5 feet 22
(parallel to alignment) 23
±0.1 feet 24
(normal to alignment) 25
26
Stationing on roadway N/A ±0.1 feet 27
Alignment on roadway N/A ±0.04 feet 28
Surfacing grade stakes ±0.01 feet ±0.5 feet 29
(parallel to alignment) 30
±0.1 feet 31
(normal to alignment) 32
33
Roadway paving pins for 34
surfacing or paving ±0.01 feet ±0.2 feet 35
(parallel to alignment) 36
±0.1 feet 37
(normal to alignment) 38
39
The Contracting Agency may spot-check the Contractor's surveying. These spot-checks 40
will not change the requirements for normal checking by the Contractor. 41
42
When staking roadway alignment and stationing, the Contractor shall perform 43
independent checks from different secondary control to ensure that the points staked are 44
within the specified survey accuracy tolerances. 45
46
The Contractor shall calculate coordinates for the alignment. The Contracting Agency will 47
verify these coordinates prior to issuing approval to the Contractor for commencing with 48
the work. The Contracting Agency will require up to seven calendar days from the date 49
the data is received. 50
51
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Contract work to be performed using contractor-provided stakes shall not begin until the 1
stakes are approved by the Contracting Agency. Such approval shall not relieve the 2
Contractor of responsibility for the accuracy of the stakes. 3
4
Stakes shall be marked in accordance with Standard Plan A10.10. When stakes are 5
needed that are not described in the Plans, then those stakes shall be marked, at no 6
additional cost to the Contracting Agency as ordered by the Engineer. 7
8
Contractor Surveying – ADA Features 9
ADA Feature Staking Requirements 10
The Contractor shall be responsible for setting, maintaining, and resetting all 11
alignment stakes, and grades necessary for the construction of the ADA features. 12
Calculations, surveying, and measuring required for setting and maintaining the 13
necessary lines and grades shall be the Contractor's responsibility. The Contractor 14
shall build the ADA features within the specifications in the Standard Plans and 15
contract documents. 16
17
ADA Feature Contract Compliance 18
The Contractor shall be responsible for completing measurements to verify all ADA 19
features comply with the Contract in the presence of the Engineer. 20
21
ADA Feature As-Built Measurements 22
The Contractor shall be responsible for providing the locations of each ADA feature. 23
Final grades and lengths for each element of the constructed ADA feature shall be 24
provided to the Engineer within 30 days of completion. 25
26
Payment 27
All costs to comply with this section for the completion of survey required to construct all 28
elements of the project, unless otherwise stated, are incidental to the Contract and are 29
the responsibility of the Contractor. The Contractor shall include all related costs in the 30
unit Bid prices of the Contract. 31
32
In the instance where an ADA feature does not meet accessibility requirements, all work 33
to replace non-compliant work and then to measure, record the as-built measurements, 34
and transmit the electronic forms to the Engineer shall be completed at no additional cost 35
to the Contracting Agency. 36
37
1-05.7 Removal of Defective and Unauthorized Work 38
(October 1, 2005 APWA GSP) 39
40
Supplement this section with the following: 41
42
If the Contractor fails to remedy defective or unauthorized work within the time specified 43
in a written notice from the Engineer, or fails to perform any part of the work required by 44
the Contract Documents, the Engineer may correct and remedy such work as may be 45
identified in the written notice, with Contracting Agency forces or by such other means as 46
the Contracting Agency may deem necessary. 47
48
If the Contractor fails to comply with a written order to remedy what the Engineer 49
determines to be an emergency situation, the Engineer may have the defective and 50
unauthorized work corrected immediately, have the rejected work removed and replaced, 51
or have work the Contractor refuses to perform completed by using Contracting Agency 52
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or other forces. An emergency situation is any situation when, in the opinion of the 1
Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk 2
of loss or damage to the public. 3
4
Direct or indirect costs incurred by the Contracting Agency attributable to correcting and 5
remedying defective or unauthorized work, or work the Contractor failed or refused to 6
perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from 7
monies due, or to become due, the Contractor. Such direct and indirect costs shall 8
include in particular, but without limitation, compensation for additional professional 9
services required, and costs for repair and replacement of work of others destroyed or 10
damaged by correction, removal, or replacement of the Contractor’s unauthorized work. 11
12
No adjustment in contract time or compensation will be allowed because of the delay in 13
the performance of the work attributable to the exercise of the Contracting Agency’s 14
rights provided by this Section. 15
16
The rights exercised under the provisions of this section shall not diminish the 17
Contracting Agency’s right to pursue any other avenue for additional remedy or damages 18
with respect to the Contractor’s failure to perform the work as required. 19
20
21
1-05.11 Final Inspection 22
23
Delete this section and replace it with the following: 24
25
1-05.11 Final Inspections and Operational Testing 26
(October 1, 2005 APWA GSP) 27
28
1-05.11(1) Substantial Completion Date 29
30
When the Contractor considers the work to be substantially complete, the Contractor 31
shall so notify the Engineer and request the Engineer establish the Substantial 32
Completion Date. The Contractor’s request shall list the specific items of work that 33
remain to be completed in order to reach physical completion. The Engineer will 34
schedule an inspection of the work with the Contractor to determine the status of 35
completion. The Engineer may also establish the Substantial Completion Date 36
unilaterally. 37
38
If, after this inspection, the Engineer concurs with the Contractor that the work is 39
substantially complete and ready for its intended use, the Engineer, by written notice to 40
the Contractor, will set the Substantial Completion Date. If, after this inspection the 41
Engineer does not consider the work substantially complete and ready for its intended 42
use, the Engineer will, by written notice, so notify the Contractor giving the reasons 43
therefor. 44
45
Upon receipt of written notice concurring in or denying substantial completion, whichever 46
is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized 47
interruption, the work necessary to reach Substantial and Physical Completion. The 48
Contractor shall provide the Engineer with a revised schedule indicating when the 49
Contractor expects to reach substantial and physical completion of the work. 50
51
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The above process shall be repeated until the Engineer establishes the Substantial 1
Completion Date and the Contractor considers the work physically complete and ready for 2
final inspection. 3
4
1-05.11(2) Final Inspection and Physical Completion Date5
6
When the Contractor considers the work physically complete and ready for final 7
inspection, the Contractor by written notice, shall request the Engineer to schedule a 8
final inspection. The Engineer will set a date for final inspection. The Engineer and the 9
Contractor will then make a final inspection and the Engineer will notify the Contractor in 10
writing of all particulars in which the final inspection reveals the work incomplete or 11
unacceptable. The Contractor shall immediately take such corrective measures as are 12
necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, 13
diligently, and without interruption until physical completion of the listed deficiencies. This 14
process will continue until the Engineer is satisfied the listed deficiencies have been 15
corrected. 16
17
If action to correct the listed deficiencies is not initiated within 7 days after receipt of the 18
written notice listing the deficiencies, the Engineer may, upon written notice to the 19
Contractor, take whatever steps are necessary to correct those deficiencies pursuant to 20
Section 1-05.7. 21
The Contractor will not be allowed an extension of contract time because of a delay in 22
the performance of the work attributable to the exercise of the Engineer’s right 23
hereunder. 24
25
Upon correction of all deficiencies, the Engineer will notify the Contractor and the 26
Contracting Agency, in writing, of the date upon which the work was considered physically 27
complete. That date shall constitute the Physical Completion Date of the contract, but shall 28
not imply acceptance of the work or that all the obligations of the Contractor under the 29
contract have been fulfilled. 30
31
1-05.11(3) Operational Testing32
33
It is the intent of the Contracting Agency to have at the Physical Completion Date a 34
complete and operable system. Therefore when the work involves the installation of 35
machinery or other mechanical equipment; street lighting, electrical distribution or signal 36
systems; irrigation systems; buildings; or other similar work it may be desirable for the 37
Engineer to have the Contractor operate and test the work for a period of time after final 38
inspection but prior to the physical completion date. Whenever items of work are listed in 39
the Contract Provisions for operational testing they shall be fully tested under operating 40
conditions for the time period specified to ensure their acceptability prior to the Physical 41
Completion Date. During and following the test period, the Contractor shall correct any 42
items of workmanship, materials, or equipment which prove faulty, or that are not in first 43
class operating condition. Equipment, electrical controls, meters, or other devices and 44
equipment to be tested during this period shall be tested under the observation of the 45
Engineer, so that the Engineer may determine their suitability for the purpose for which 46
they were installed. The Physical Completion Date cannot be established until testing 47
and corrections have been completed to the satisfaction of the Engineer. 48
49
The costs for power, gas, labor, material, supplies, and everything else needed to 50
successfully complete operational testing, shall be included in the unit contract prices 51
related to the system being tested, unless specifically set forth otherwise in the proposal. 52
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1
Operational and test periods, when required by the Engineer, shall not affect a 2
manufacturer’s guaranties or warranties furnished under the terms of the contract. 3
4
5
1-05.13 Superintendents, Labor and Equipment of Contractor 6
(August 14, 2013 APWA GSP) 7
8
Delete the sixth and seventh paragraphs of this section. 9
10
1-05.15 Method of Serving Notices 11
(December 30, 2022 APWA GSP) 12
Revise the second paragraph to read: 13
14
All correspondence from the Contractor shall be directed to the Project Engineer. All 15
correspondence from the Contractor constituting any notification, notice of protest, notice 16
of dispute, or other correspondence constituting notification required to be furnished 17
under the Contract, must be in paper format, hand delivered or sent via mail delivery 18
service to the Project Engineer's office. Electronic copies such as e-mails or 19
electronically delivered copies of correspondence will not constitute such notice and will 20
not comply with the requirements of the Contract. 21
22
Add the following new section: 23
24
1-05.16 Water and Power 25
(October 1, 2005 APWA GSP) 26
27
The Contractor shall make necessary arrangements, and shall bear the costs for power 28
and water necessary for the performance of the work, unless the contract includes power 29
and water as a pay item. 30
31
Add the following new section: 32
33
1-05.18 Record Drawings 34
(March 8, 2013 APWA GSP) 35
36
The Contractor shall maintain one set of full size plans for Record Drawings, updated 37
with clear and accurate red-lined field revisions on a daily basis, and within 2 business 38
days after receipt of information that a change in Work has occurred. The Contractor 39
shall not conceal any work until the required information is recorded. 40
41
This Record Drawing set shall be used for this purpose alone, shall be kept separate 42
from other Plan sheets, and shall be clearly marked as Record Drawings. These Record 43
Drawings shall be kept on site at the Contractor’s field office, and shall be available for 44
review by the Contracting Agency at all times. The Contractor shall bring the Record 45
Drawings to each progress meeting for review. 46
47
The preparation and upkeep of the Record Drawings is to be the assigned responsibility 48
of a single, experienced, and qualified individual. The quality of the Record Drawings, in 49
terms of accuracy, clarity, and completeness, is to be adequate to allow the Contracting 50
Agency to modify the computer-aided drafting (CAD) Contract Drawings to produce a 51
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complete set of Record Drawings for the Contracting Agency without further investigative 1
effort by the Contracting Agency. 2
3
The Record Drawing markups shall document all changes in the Work, both concealed 4
and visible. Items that must be shown on the markups include but are not limited to: 5
6
· Actual dimensions, arrangement, and materials used when different than shown in 7
the Plans. 8
· Changes made by Change Order or Field Order. 9
· Changes made by the Contractor. 10
· Accurate locations of storm sewer, sanitary sewer, water mains and other water 11
appurtenances, structures, conduits, light standards, vaults, width of roadways, 12
sidewalks, landscaping areas, building footprints, channelization and pavement 13
markings, etc. Include pipe invert elevations, top of castings (manholes, inlets, 14
etc.). 15
16
If the Contract calls for the Contracting Agency to do all surveying and staking, the 17
Contracting Agency will provide the elevations at the tolerances the Contracting Agency 18
requires for the Record Drawings. 19
20
When the Contract calls for the Contractor to do the surveying/staking, the applicable 21
tolerance limits include, but are not limited to the following: 22
Vertical Horizontal
As-built sanitary & storm invert and grate
elevations
± 0.01 foot ± 0.01 foot
As-built monumentation ± 0.001 foot ± 0.001 foot
As-built waterlines, inverts, valves,
hydrants
± 0.10 foot ± 0.10 foot
As-built ponds/swales/water features ± 0.10 foot ± 0.10 foot
As-built buildings (fin. Floor elev.) ± 0.01 foot ± 0.10 foot
As-built gas lines, power, TV, Tel, Com ± 0.10 foot ± 0.10 foot
As-built signs, signals, etc. N/A ± 0.10 foot
23
Making Entries on the Record Drawings: 24
25
· Use erasable colored pencil (not ink) for all markings on the Record Drawings, 26
conforming to the following color code: 27
· Additions - Red 28
· Deletions - Green 29
· Comments - Blue 30
· Dimensions - Graphite 31
· Provide the applicable reference for all entries, such as the change order number, 32
the request for information (RFI) number, or the approved shop drawing number. 33
· Date all entries. 34
· Clearly identify all items in the entry with notes similar to those in the Contract 35
Drawings (such as pipe symbols, centerline elevations, materials, pipe joint 36
abbreviations, etc.). 37
38
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The Contractor shall certify on the Record Drawings that said drawings are an accurate 1
depiction of built conditions, and in conformance with the requirements detailed above. 2
The Contractor shall submit final Record Drawings to the Contracting Agency. 3
Contracting Agency acceptance of the Record Drawings is one of the requirements for 4
achieving Physical Completion. 5
6
Payment will be made for the following bid item: 7
8
Record Drawings
(Minimum Bid $ 2,000)
Lump Sum
9
Payment for this item will be made on a prorated monthly basis for work completed in 10
accordance with this section up to 75% of the lump sum bid. The final 25% of the lump 11
sum item will be paid upon submittal and approval of the completed Record Drawings set 12
prepared in conformance with these Special Provisions. 13
14
A minimum bid amount has been entered in the Bid Proposal for this item. The Contractor 15
must bid at least that amount. 16
17
Legal Relations and Responsibilities to the Public 18
19
Laws to be Observed 20
21
1-07.1 Laws to be Observed 22
(October 1, 2005 APWA GSP) 23
24
Supplement this section with the following: 25
26
In cases of conflict between different safety regulations, the more stringent regulation 27
shall apply. 28
29
The Washington State Department of Labor and Industries shall be the sole and 30
paramount administrative agency responsible for the administration of the provisions of 31
the Washington Industrial Safety and Health Act of 1973 (WISHA). 32
33
The Contractor shall maintain at the project site office, or other well known place at the 34
project site, all articles necessary for providing first aid to the injured. The Contractor 35
shall establish, publish, and make known to all employees, procedures for ensuring 36
immediate removal to a hospital, or doctor’s care, persons, including employees, who 37
may have been injured on the project site. Employees should not be permitted to work 38
on the project site before the Contractor has established and made known procedures 39
for removal of injured persons to a hospital or a doctor’s care. 40
41
The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of 42
the Contractor’s plant, appliances, and methods, and for any damage or injury resulting 43
from their failure, or improper maintenance, use, or operation. The Contractor shall be 44
solely and completely responsible for the conditions of the project site, including safety 45
for all persons and property in the performance of the work. This requirement shall apply 46
continuously, and not be limited to normal working hours. The required or implied duty of 47
the Engineer to conduct construction review of the Contractor’s performance does not, 48
and shall not, be intended to include review and adequacy of the Contractor’s safety 49
measures in, on, or near the project site. 50
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1
2
(April 3, 2006) 3
Confined Space 4
Confined spaces are known to exist at the following locations: 5
6
*** Sewer manholes and stormwater catch basins on Pottery Avenue and adjacent 7
streets *** 8
9
The Contractor shall be fully responsible for the safety and health of all on-site workers 10
and compliant with Washington Administrative Code (WAC 296-809). 11
12
The Contractor shall prepare and implement a confined space program for each of the 13
confined spaces identified above. The Contractors Confined Space program shall be 14
sent to the Contracting Agency at least 30 days prior to the Contractor beginning work in 15
or adjacent to the confined space. No work shall be performed in or adjacent to the 16
confined space until the plan is submitted to the Engineer as required. The Contractor 17
shall communicate with the Engineer to ensure a coordinated effort for providing and 18
maintaining a safe worksite for both the Contracting Agency’s and Contractor’s workers 19
when working in or near a confined space. 20
21
All costs to prepare and implement the confined space program shall be included in the 22
bid prices for the various items associated with the confined space work. 23
24
1-07.2 State Taxes 25
26
Delete this section, including its sub-sections, in its entirety and replace it with the following: 27
28
1-07.2 State Sales Tax 29
(June 27, 2011 APWA GSP) 30
31
The Washington State Department of Revenue has issued special rules on the State 32
sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The 33
Contractor should contact the Washington State Department of Revenue for answers to 34
questions in this area. The Contracting Agency will not adjust its payment if the 35
Contractor bases a bid on a misunderstood tax liability. 36
37
The Contractor shall include all Contractor-paid taxes in the unit bid prices or other 38
contract amounts. In some cases, however, state retail sales tax will not be included. 39
Section 1-07.2(2) describes this exception. 40
41
The Contracting Agency will pay the retained percentage (or release the Contract Bond if 42
a FHWA-funded Project) only if the Contractor has obtained from the Washington State 43
Department of Revenue a certificate showing that all contract-related taxes have been 44
paid (RCW 60.28.051). The Contracting Agency may deduct from its payments to the 45
Contractor any amount the Contractor may owe the Washington State Department of 46
Revenue, whether the amount owed relates to this contract or not. Any amount so 47
deducted will be paid into the proper State fund. 48
49
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1-07.2(1) State Sales Tax — Rule 171 1
2
WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, 3
roads, etc., which are owned by a municipal corporation, or political subdivision of the 4
state, or by the United States, and which are used primarily for foot or vehicular traffic. 5
This includes storm or combined sewer systems within and included as a part of the 6
street or road drainage system and power lines when such are part of the roadway 7
lighting system. For work performed in such cases, the Contractor shall include 8
Washington State Retail Sales Taxes in the various unit bid item prices, or other contract 9
amounts, including those that the Contractor pays on the purchase of the materials, 10
equipment, or supplies used or consumed in doing the work. 11
12
1-07.2(2) State Sales Tax — Rule 17013
14
WAC 458-20-170, and its related rules, apply to the constructing and repairing of new or 15
existing buildings, or other structures, upon real property. This includes, but is not 16
limited to, the construction of streets, roads, highways, etc., owned by the state of 17
Washington; water mains and their appurtenances; sanitary sewers and sewage 18
disposal systems unless such sewers and disposal systems are within, and a part of, a 19
street or road drainage system; telephone, telegraph, electrical power distribution lines, 20
or other conduits or lines in or above streets or roads, unless such power lines become a 21
part of a street or road lighting system; and installing or attaching of any article of 22
tangible personal property in or to real property, whether or not such personal property 23
becomes a part of the realty by virtue of installation. 24
25
For work performed in such cases, the Contractor shall collect from the Contracting 26
Agency, retail sales tax on the full contract price. The Contracting Agency will 27
automatically add this sales tax to each payment to the Contractor. For this reason, the 28
Contractor shall not include the retail sales tax in the unit bid item prices, or in any other 29
contract amount subject to Rule 170, with the following exception. 30
31
Exception: The Contracting Agency will not add in sales tax for a payment the Contractor 32
or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or 33
consumable supplies not integrated into the project. Such sales taxes shall be included 34
in the unit bid item prices or in any other contract amount. 35
36
1-07.2(3) Services37
38
The Contractor shall not collect retail sales tax from the Contracting Agency on any 39
contract wholly for professional or other services (as defined in Washington State 40
Department of Revenue Rules 138 and 244). 41
42
Air Quality 43
44
Asbestos Containing Material 45
46
Section 1-07.5(4)C is supplemented with the following: 47
48
(October 4, 2021) 49
Asbestos Good Faith Investigation 50
An asbestos Good Faith Investigation (GFI) has been conducted for this project 51
and it has been determined that known Asbestos Containing Material (ACM), 52
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and/or Presumed Asbestos Containing Material (PACM), will be disturbed by the 1
work on this project. The asbestos GFI has been provided in Appendix *** C ***. 2
3
1-07.6 Permits and Licenses 4
(******) 5
6
Supplement this section with the following: 7
8
In addition to the specifications provided herein, any work by the Contractor within 9
WSDOT right-of-way to complete the Work for this project shall also conform to the 10
special provisions set forth in the WSDOT Utility Accommodation Permit and Provisions 11
associated with this project. Special provisions and required noticing to WSDOT 12
representatives can be found in Appendix E of the Contract. 13
14
15
Utilities and Similar Facilities 16
17
Section 1-07.17 is supplemented with the following: 18
19
(April 2, 2007) 20
Locations and dimensions shown in the Plans for existing facilities are in accordance with 21
available information obtained without uncovering, measuring, or other verification. 22
23
The following addresses and telephone numbers of utility companies known or suspected 24
of having facilities within the project limits are supplied for the Contractor's convenience: 25
26
*** Water and Sewer – City of Port Orchard 27
Gas – Cascade Natural Gas, 360-204-6732 or 360-328-6845 28
Electric – PSE, 1-888-225-5773 29
Telephone – Century Link, 1-800-283-4237 30
Cable – Comcast, 503-399-4494 31
Cable – Astound, 1-800-928-3123 32
Cable – Convergence Technologies, 360-405-1231 33
Cable – Kitsap County PUD, 360-779-7656 *** 34
35
(October 3, 2022) 36
Locations and dimensions shown in the Plans for existing facilities are in accordance with 37
available information obtained without uncovering, measuring, or other verification. 38
39
Public and private utilities, or their Contractors, will furnish all work necessary to adjust, 40
relocate, replace, or construct their facilities unless otherwise provided for in the Plans or 41
these Special Provisions. Such adjustment, relocation, replacement, or construction will 42
be done during the prosecution of the work for this project. It is anticipated that utility 43
adjustment, relocation, replacement, or construction within the project limits will be 44
completed as follows: 45
46
*** Relocating existing pedestals (2) on west side of Pottery Avenue between Lippert 47
Drive and Sage Street and at Sunset Lane intersection. Anticipated time of 48
completion: 5 working days. 49
50
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Relocating existing utility poles (4) on west side of Pottery Avenue between Lippert 1
Drive and Sage Street, between May Street and Sunset Lane, and at Sunset Lane 2
intersection. Anticipated time of completion: 5 working days. 3
4
Gas line monitoring in multiple locations along Pottery Avenue. *** 5
6
The Contractor shall attend a mandatory utility preconstruction meeting with the Engineer, 7
all affected subcontractors, and all utility owners and their Contractors prior to beginning 8
onsite work. 9
10
The following addresses and telephone numbers of utility companies or their Contractors 11
that will be adjusting, relocating, replacing or constructing utilities within the project limits 12
are supplied for the Contractor's use: 13
14
*** Electric – PSE – Errol Burgos, Errol.burgos@pse.com, 425-324-5341 15
Telephone – Century Link, 1-800-283-4237 16
Gas – Cascade Natural Gas – Chester Butler, chester.butler@cngc.com, 360-17
204-6732 or 360-328-6845 *** 18
19
*** Contractor shall coordinate with PSE and Century Link regarding utility relocation 20
requirements prior to installing improvements. 21
Cascade Natural Gas has a 4” and 6” gas mains that will require a monitor onsite 22
when excavating: 23
24
East side of Pottery Avenue north of the SR 16 overpass 25
West side of Sidney Road near SW Hovde Road and across intersection 26
Across the intersection of SW Berry Lake Road and Sidney Road SW *** 27
28
Public Liability and Property Damage Insurance 29
30
Insurance Provider Requirements 31
32
Section 1-07.18(1) is supplemented with the following: 33
34
(March 9, 2023) 35
Under no circumstances shall a wrap up policy be obtained, for either initiating or 36
maintaining coverage, to satisfy insurance requirements for any policy required 37
under this section. A wrap up policy is defined as an insurance agreement or 38
arrangement under which all the parties working on a specified or designated project 39
are insured under one policy for liability arising out of that specified or designated 40
project. 41
42
Required Insurance Policies 43
44
Public Convenience and Safety 45
46
Construction Under Traffic 47
48
Section 1-07.23(1) is supplemented with the following: 49
50
(******) 51
Lane, ramp, shoulder, and roadway closures are subject to the following restrictions: 52
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1
*** Contractor shall provide traffic control plans for approval by the Engineer no 2
less than 10 business days prior to installation of traffic control. Portable 3
changeable message signs shall be utilized a minimum of three days prior to 4
construction informing the public of construction related traffic impacts. Impacts 5
to traffic shall be minimized to the maximum extent possible during school arrival 6
and dismissal times. The Contractor shall coordinate with the South Kitsap 7
School District to determine these times and shall phase work so that traffic 8
impacts during school pickup and drop off are minimized. Work affecting 9
pedestrian access routes to Cedar Heights Middle School shall be phased so 10
that a minimum of one accessible route is provided for pedestrian use at all 11
times. School bus access shall be maintained at all times. *** 12
13
If the Engineer determines the permitted closure hours adversely affect traffic, the 14
Engineer may adjust the hours accordingly. The Engineer will notify the Contractor 15
in writing of any change in the closure hours. Exceptions to these restrictions are 16
listed below and when applicable take precedence over closures listed above. The 17
Engineer may also consider on a case-by-case basis additional exceptions following 18
a written request by the Contractor. 19
20
Lane, ramp, shoulder, and roadway closures are not allowed on any of the following: 21
22
1. A holiday,23
24
2. A holiday weekend; holidays that occur on Friday, Saturday, Sunday or25
Monday are considered a holiday weekend. A holiday weekend includes26
Saturday, Sunday, and the holiday.27
28
Traffic Delays 29
When Automated Flagger Assistance Devices (AFADs) or flaggers are used to 30
control traffic, traffic shall not be stopped for more than *** 5 *** minutes at any time. 31
All traffic congestion shall be allowed to clear before traffic is delayed again. 32
33
If the delay becomes greater than *** 10 *** minutes, the Contractor shall immediately 34
begin to take action to cease the operations that are causing the delays. If the *** 10 35
*** minute delay limit has been exceeded, as determined by the Engineer, the 36
Contractor shall provide to the Engineer, a written proposal to revise his work 37
operations to meet the *** 10 *** minute limit. This proposal shall be accepted by the 38
Engineer prior to resuming any work requiring traffic control. 39
40
There shall be no delay to medical, fire, or other emergency vehicles. The Contractor 41
shall alert all flaggers and personnel of this requirement. 42
43
General Restrictions 44
Construction vehicles using a closed traffic lane shall travel only in the normal 45
direction of traffic flow unless expressly allowed in an accepted traffic control plan. 46
Construction vehicles shall be equipped with flashing or rotating amber lights. 47
48
No two consecutive on-ramps, off-ramps, or intersections shall be closed at the same 49
time and only one ramp at an interchange shall be closed, unless specifically shown 50
in the Plans. 51
52
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Roads or ramps that are designated as part of a detour shall not be closed or 1
restricted during the implementation of that detour, unless specifically shown in the 2
Plans. 3
4
Controlled Access 5
No special access or egress shall be allowed by the Contractor other than normal 6
legal movements or as shown in the Plans. 7
8
Contractor’s vehicles of 10,000 GVW or greater shall not exit or enter a lane open to 9
public traffic except as follows: 10
11
Egress and ingress shall only occur during the hours of allowable lane closures, 12
and: 13
14
1. For exiting an open lane of traffic, by decelerating in a lane that is 15
closed during the allowable hours for lane closures. 16
17
2. For entering an open lane of traffic, by accelerating in a closed lane 18
during the allowable hours for lane closures. 19
20
Traffic control vehicles are excluded from the gross vehicle weight requirement. If 21
placing construction signs will restrict traveled lanes, then the work will be permitted 22
during the hours of allowable lane closures. 23
24
Advance Notification 25
The Contractor shall notify the Engineer in writing of any traffic impacts related to 26
lane closure, shoulder closure, sidewalk closure, or any combination for the week by 27
12:00 p.m. (noon) Wednesday the week prior to the stated impacts. 28
29
The Contractor shall notify the Engineer in writing ten working days in advance of 30
any traffic impacts related to full roadway closure, ramp closure, or both. 31
32
The Contractor shall notify the Engineer in writing of any changes to the stated traffic 33
impacts a minimum of 48 hours prior to the traffic impacts. 34
35
Rights of Way 36
37
1-07.24 Rights of Way 38
(July 23, 2015 APWA GSP) 39
40
Delete this section and replace it with the following: 41
42
Street Right of Way lines, limits of easements, and limits of construction permits are 43
indicated in the Plans. The Contractor’s construction activities shall be confined within 44
these limits, unless arrangements for use of private property are made. 45
46
Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of 47
way and easements, both permanent and temporary, necessary for carrying out the 48
work. Exceptions to this are noted in the Bid Documents or will be brought to the 49
Contractor’s attention by a duly issued Addendum. 50
51
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Whenever any of the work is accomplished on or through property other than public 1
Right of Way, the Contractor shall meet and fulfill all covenants and stipulations of any 2
easement agreement obtained by the Contracting Agency from the owner of the private 3
property. Copies of the easement agreements may be included in the Contract 4
Provisions or made available to the Contractor as soon as practical after they have been 5
obtained by the Engineer. 6
7
Whenever easements or rights of entry have not been acquired prior to advertising, 8
these areas are so noted in the Plans. The Contractor shall not proceed with any portion 9
of the work in areas where right of way, easements or rights of entry have not been 10
acquired until the Engineer certifies to the Contractor that the right of way or easement is 11
available or that the right of entry has been received. If the Contractor is delayed due to 12
acts of omission on the part of the Contracting Agency in obtaining easements, rights of 13
entry or right of way, the Contractor will be entitled to an extension of time. The 14
Contractor agrees that such delay shall not be a breach of contract. 15
16
Each property owner shall be given 48 hours notice prior to entry by the Contractor. This 17
includes entry onto easements and private property where private improvements must 18
be adjusted. 19
20
The Contractor shall be responsible for providing, without expense or liability to the 21
Contracting Agency, any additional land and access thereto that the Contractor may 22
desire for temporary construction facilities, storage of materials, or other Contractor 23
needs. However, before using any private property, whether adjoining the work or not, 24
the Contractor shall file with the Engineer a written permission of the private property 25
owner, and, upon vacating the premises, a written release from the property owner of 26
each property disturbed or otherwise interfered with by reasons of construction pursued 27
under this contract. The statement shall be signed by the private property owner, or 28
proper authority acting for the owner of the private property affected, stating that 29
permission has been granted to use the property and all necessary permits have been 30
obtained or, in the case of a release, that the restoration of the property has been 31
satisfactorily accomplished. The statement shall include the parcel number, address, 32
and date of signature. Written releases must be filed with the Engineer before the 33
Completion Date will be established. 34
35
Prosecution and Progress 36
37
1-08 PROSECUTION AND PROGRESS38
39
Add the following new section: 40
41
1-08.0 Preliminary Matters42
(May 25, 2006 APWA GSP)43
44
Add the following new section: 45
46
1-08.0(1) Preconstruction Conference47
(October 10, 2008 APWA GSP) 48
49
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Prior to the Contractor beginning the work, a preconstruction conference will be held 1
between the Contractor, the Engineer and such other interested parties as may be 2
invited. The purpose of the preconstruction conference will be: 3
1. To review the initial progress schedule; 4
2. To establish a working understanding among the various parties associated or 5
affected by the work; 6
3. To establish and review procedures for progress payment, notifications, approvals, 7
submittals, etc.; 8
4. To establish normal working hours for the work; 9
5. To review safety standards and traffic control; and 10
6. To discuss such other related items as may be pertinent to the work. 11
12
The Contractor shall prepare and submit at the preconstruction conference the following: 13
1. A breakdown of all lump sum items; 14
2. A preliminary schedule of working drawing submittals; and 15
3. A list of material sources for approval if applicable. 16
17
Add the following new section: 18
19
1-08.0(2) Hours of Work 20
(December 8, 2014 APWA GSP) 21
22
Except in the case of emergency or unless otherwise approved by the Engineer, the 23
normal working hours for the Contract shall be any consecutive 8-hour period between 24
7:00 a.m. and 6:00 p.m. Monday through Friday, exclusive of a lunch break. If the 25
Contractor desires different than the normal working hours stated above, the request 26
must be submitted in writing prior to the preconstruction conference, subject to the 27
provisions below. The working hours for the Contract shall be established at or prior to 28
the preconstruction conference. 29
30
All working hours and days are also subject to local permit and ordinance conditions (such 31
as noise ordinances). 32
33
If the Contractor wishes to deviate from the established working hours, the Contractor 34
shall submit a written request to the Engineer for consideration. This request shall state 35
what hours are being requested, and why. Requests shall be submitted for review no 36
later than 5 days prior to the day(s) the Contractor is requesting to change the hours. 37
38
If the Contracting Agency approves such a deviation, such approval may be subject to 39
certain other conditions, which will be detailed in writing. For example: 40
1. On non-Federal aid projects, requiring the Contractor to reimburse the 41
Contracting Agency for the costs in excess of straight-time costs for Contracting 42
Agency representatives who worked during such times. (The Engineer may 43
require designated representatives to be present during the work. 44
Representatives who may be deemed necessary by the Engineer include, but are 45
not limited to: survey crews; personnel from the Contracting Agency’s material 46
testing lab; inspectors; and other Contracting Agency employees or third party 47
consultants when, in the opinion of the Engineer, such work necessitates their 48
presence.) 49
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2. Considering the work performed on Saturdays, Sundays, and holidays as working 1
days with regard to the contract time. 2
3. Considering multiple work shifts as multiple working days with respect to contract 3
time even though the multiple shifts occur in a single 24-hour period. 4
4. If a 4-10 work schedule is requested and approved the non working day for the 5
week will be charged as a working day. 6
5. If Davis Bacon wage rates apply to this Contract, all requirements must be met 7
and recorded properly on certified payroll 8
9
1-08.1(7)A Payment Certification 10
(December 30, 2022 APWA GSP) 11
12
Delete this section. 13
14
Progress Schedule 15
16
Progress Schedule Types 17
18
1-08.3(2)B Type B Progress Schedule 19
(December 30, 2022 APWA GSP) 20
21
Revise the first paragraph to read: 22
23
The Contractor shall submit a preliminary Type B Progress Schedule at or prior to the 24
preconstruction conference. The preliminary Type B Progress Schedule shall comply 25
with all of these requirements and the requirements of Section 1-08.3(1), except that it 26
may be limited to only those activities occurring within the first 60-working days of the 27
project. 28
29
Revise the first sentence of the second paragraph to read: 30
31
The Contractor shall submit one electronic copy of a Type B Progress Schedule 32
depicting the entire project no later than 21-calendar days after the preconstruction 33
conference. 34
35
Prosecution of Work 36
37
1-08.4 Prosecution of Work 38
39
Delete this section and replace it with the following: 40
41
1-08.4 Notice to Proceed and Prosecution of Work 42
(July 23, 2015 APWA GSP) 43
44
Notice to Proceed will be given after the contract has been executed and the contract 45
bond and evidence of insurance have been approved and filed by the Contracting 46
Agency. The Contractor shall not commence with the work until the Notice to Proceed 47
has been given by the Engineer. The Contractor shall commence construction activities 48
on the project site within ten days of the Notice to Proceed Date, unless otherwise 49
approved in writing. The Contractor shall diligently pursue the work to the physical 50
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completion date within the time specified in the contract. Voluntary shutdown or slowing 1
of operations by the Contractor shall not relieve the Contractor of the responsibility to 2
complete the work within the time(s) specified in the contract. 3
4
When shown in the Plans, the first order of work shall be the installation of high visibility 5
fencing to delineate all areas for protection or restoration, as described in the Contract. 6
Installation of high visibility fencing adjacent to the roadway shall occur after the 7
placement of all necessary signs and traffic control devices in accordance with 1-10.1(2). 8
Upon construction of the fencing, the Contractor shall request the Engineer to inspect the 9
fence. No other work shall be performed on the site until the Contracting Agency has 10
accepted the installation of high visibility fencing, as described in the Contract. 11
12
Time for Completion 13
14
1-08.5 Time for Completion15
(December 30, 2022 APWA GSP, Option A)16
17
18
Revise the third and fourth paragraphs to read: 19
20
Contract time shall begin on the first working day following the Notice to Proceed Date. 21
22
Each working day shall be charged to the contract as it occurs, until the contract work is 23
physically complete. If substantial completion has been granted and all the authorized 24
working days have been used, charging of working days will cease. Each week the 25
Engineer will provide the Contractor a statement that shows the number of working days: 26
(1) charged to the contract the week before; (2) specified for the physical completion of27
the contract; and (3) remaining for the physical completion of the contract. The statement28
will also show the nonworking days and all partial or whole days the Engineer declares29
as unworkable The statement will be identified as a Written Determination by the30
Engineer. If the Contractor does not agree with the Written Determination of working31
days, the Contractor shall pursue the protest procedures in accordance with Section 1-32
04.5. By failing to follow the procedures of Section 1-04.5, the Contractor shall be33
deemed as having accepted the statement as correct. If the Contractor is approved to34
work 10 hours a day and 4 days a week (a 4-10 schedule) and the fifth day of the week35
in which a 4-10 shift is worked would ordinarily be charged as a working day then the36
fifth day of that week will be charged as a working day whether or not the Contractor37
works on that day.38
39
Revise the sixth paragraph to read: 40
41
The Engineer will give the Contractor written notice of the completion date of the contract 42
after all the Contractor’s obligations under the contract have been performed by the 43
Contractor. The following events must occur before the Completion Date can be 44
established: 45
1. The physical work on the project must be complete; and46
2. The Contractor must furnish all documentation required by the contract and required47
by law, to allow the Contracting Agency to process final acceptance of the contract.48
The following documents must be received by the Project Engineer prior to49
establishing a completion date:50
a. Certified Payrolls (per Section 1-07.9(5)).51
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b. Material Acceptance Certification Documents 1
c. Monthly Reports of Amounts Credited as DBE Participation, as required by the2
Contract Provisions.3
d. Final Contract Voucher Certification4
e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor5
and all Subcontractors6
f. A copy of the Notice of Termination sent to the Washington State Department of7
Ecology (Ecology); the elapse of 30 calendar days from the date of receipt of the8
Notice of Termination by Ecology; and no rejection of the Notice of Termination9
by Ecology. This requirement will not apply if the Construction Stormwater10
General Permit is transferred back to the Contracting Agency in accordance with11
Section 8-01.3(16).12
g. Property owner releases per Section 1-07.2413
14
Liquidated Damages 15
16
1-08.9 Liquidated Damages17
(March 3, 2021 APWA GSP, Option B)18
19
Revise the second and third paragraphs to read: 20
21
Accordingly, the Contractor agrees: 22
23
1. To pay (according to the following formula) liquidated damages for each24
working day beyond the number of working days established for Physical25
Completion, and26
27
2. To authorize the Engineer to deduct these liquidated damages from any28
money due or coming due to the Contractor.29
30
Liquidated Damages Formula 31
32
LD=0.15C/T 33
34
Where: 35
36
LD = liquidated damages per working day (rounded to the nearest dollar) 37
C = original Contract amount 38
T = original time for Physical Completion 39
40
When the Contract Work has progressed to Substantial Completion as defined in the 41
Contract, the Engineer may determine the Contract Work is Substantially Complete. The 42
Engineer will notify the Contractor in writing of the Substantial Completion Date. For 43
overruns in Contract time occurring after the date so established, the formula for 44
liquidated damages shown above will not apply. For overruns in Contract time occurring 45
after the Substantial Completion Date, liquidated damages shall be assessed on the 46
basis of direct engineering and related costs assignable to the project until the actual 47
Physical Completion Date of all the Contract Work. The Contractor shall complete the 48
remaining Work as promptly as possible. Upon request by the Project Engineer, the 49
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Contractor shall furnish a written schedule for completing the physical Work on the 1
Contract. 2
3
Payments 4
5
1-09.9 Payments 6
(March 13, 2012 APWA GSP) 7
8
Supplement this section with the following: 9
10
Lump sum item breakdowns are not required when the bid price for the lump sum item is 11
less than $20,000. 12
13
1-09.9 Payments 14
(December 30, 2022 APWA GSP) 15
16
Section 1-09.9 is revised to read: 17
18
The basis of payment will be the actual quantities of Work performed according to the 19
Contract and as specified for payment. 20
21
The Contractor shall submit a breakdown of the cost of lump sum bid items at the 22
Preconstruction Conference, to enable the Project Engineer to determine the Work 23
performed on a monthly basis. A breakdown is not required for lump sum items that 24
include a basis for incremental payments as part of the respective Specification. Absent 25
a lump sum breakdown, the Project Engineer will make a determination based on 26
information available. The Project Engineer’s determination of the cost of work shall be 27
final. 28
29
Progress payments for completed work and material on hand will be based upon 30
progress estimates prepared by the Engineer. A progress estimate cutoff date will be 31
established at the preconstruction conference. 32
33
The initial progress estimate will be made not later than 30 days after the Contractor 34
commences the work, and successive progress estimates will be made every month 35
thereafter until the Completion Date. Progress estimates made during progress of the 36
work are tentative, and made only for the purpose of determining progress payments. 37
The progress estimates are subject to change at any time prior to the calculation of the 38
final payment. 39
40
The value of the progress estimate will be the sum of the following: 41
1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of 42
work completed multiplied by the unit price. 43
2. Lump Sum Items in the Bid Form — based on the approved Contractor’s lump sum 44
breakdown for that item, or absent such a breakdown, based on the Engineer’s 45
determination. 46
3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site 47
or other storage area approved by the Engineer. 48
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4. Change Orders — entitlement for approved extra cost or completed extra work as 1
determined by the Engineer. 2
3
Progress payments will be made in accordance with the progress estimate less: 4
1. Retainage per Section 1-09.9(1), on non FHWA-funded projects; 5
2. The amount of progress payments previously made; and 6
3. Funds withheld by the Contracting Agency for disbursement in accordance with the 7
Contract Documents. 8
9
Progress payments for work performed shall not be evidence of acceptable performance 10
or an admission by the Contracting Agency that any work has been satisfactorily 11
completed. The determination of payments under the contract will be final in accordance 12
with Section 1-05.1. 13
14
Failure to perform obligations under the Contract by the Contractor may be decreed by the 15
Contracting Agency to be adequate reason for withholding any payments until compliance 16
is achieved. 17
18
Upon completion of all Work and after final inspection (Section 1-05.11), the amount due 19
the Contractor under the Contract will be paid based upon the final estimate made by the 20
Engineer and presentation of a Final Contract Voucher Certification to be signed by the 21
Contractor. The Contractor's signature on such voucher shall be deemed a release of all 22
claims of the Contractor unless a Certified Claim is filed in accordance with the 23
requirements of Section 1-09.11 and is expressly excepted from the Contractor’s 24
certification on the Final Contract Voucher Certification. The date the Contracting Agency 25
signs the Final Contract Voucher Certification constitutes the final acceptance date 26
(Section 1-05.12). 27
28
If the Contractor fails, refuses, or is unable to sign and return the Final Contract Voucher 29
Certification or any other documentation required for completion and final acceptance of 30
the Contract, the Contracting Agency reserves the right to establish a Completion Date (for 31
the purpose of meeting the requirements of RCW 60.28) and unilaterally accept the 32
Contract. Unilateral final acceptance will occur only after the Contractor has been provided 33
the opportunity, by written request from the Engineer, to voluntarily submit such 34
documents. If voluntary compliance is not achieved, formal notification of the impending 35
establishment of a Completion Date and unilateral final acceptance will be provided by 36
email with delivery confirmation from the Contracting Agency to the Contractor, which will 37
provide 30 calendar days for the Contractor to submit the necessary documents. The 30 38
calendar day period will begin on the date the email with delivery confirmation is received 39
by the Contractor. The date the Contracting Agency unilaterally signs the Final Contract 40
Voucher Certification shall constitute the Completion Date and the final acceptance date 41
(Section 1-05.12). The reservation by the Contracting Agency to unilaterally accept the 42
Contract will apply to Contracts that are Physically Completed in accordance with Section 43
1-08.5, or for Contracts that are terminated in accordance with Section 1-08.10. Unilateral 44
final acceptance of the Contract by the Contracting Agency does not in any way relieve 45
the Contractor of their responsibility to comply with all Federal, State, tribal, or local laws, 46
ordinances, and regulations that affect the Work under the Contract. 47
48
Payment to the Contractor of partial estimates, final estimates, and retained percentages 49
shall be subject to controlling laws. 50
51
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1-10 Temporary Traffic Control 1
2
1-10.2 Traffic Control Management 3
4
1-10.2(1) General 5
6
Section 1-10.2(1) is supplemented with the following: 7
8
(October 3, 2022) 9
The Traffic Control Supervisor shall be certified by one of the following: 10
11
The Northwest Laborers-Employers Training Trust 12
27055 Ohio Ave. 13
Kingston, WA 98346 14
(360) 297-3035 15
https://www.nwlett.edu 16
17
Evergreen Safety Council 18
12545 135th Ave. NE 19
Kirkland, WA 98034-8709 20
1-800-521-0778 21
https://www.esc.org 22
23
The American Traffic Safety Services Association 24
15 Riverside Parkway, Suite 100 25
Fredericksburg, Virginia 22406-1022 26
Training Dept. Toll Free (877) 642-4637 27
Phone: (540) 368-1701 28
https://atssa.com/training 29
30
Integrity Safety 31
13912 NE 20th Ave. 32
Vancouver, WA 98686 33
(360) 574-6071 34
https://www.integritysafety.com 35
36
US Safety Alliance 37
(904) 705-5660 38
https://www.ussafetyalliance.com 39
40
K&D Services Inc. 41
2719 Rockefeller Ave. 42
Everett, WA 98201 43
(800) 343-4049 44
https://www.kndservices.net 45
46
1-10.4 Measurement 47
48
1-10.4(1) Lump Sum Bid for Project (No Unit Items) 49
50
Section 1-10.4(1) is supplemented with the following: 51
52
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(August 2, 2004) 1
The proposal contains the item “Project Temporary Traffic Control”, lump sum. The 2
provisions of Section 1-10.4(1) shall apply. 3
4
Division 2 5
Earthwork 6
7
2-02 Removal of Structures and Obstructions8
9
2-02.1 Description 10
11
Section 2-02.1 is supplemented with the following: 12
13
(October 4, 2021) 14
Removal and Disposal of Asbestos Material 15
This work shall consist of removing, handling, and disposing of Asbestos Containing 16
Material and Presumed Asbestos Containing Material identified in the Good Faith 17
Investigation (GFI). The Contractor shall remove and dispose of asbestos in any and all 18
areas as identified in the GFI. 19
20
2-02.3 Construction Requirements 21
22
Section 2-02.3 is supplemented with the following: 23
24
(September 7, 2021) 25
Removal of Obstructions 26
The following miscellaneous Obstructions shall be removed and disposed of: 27
28
*** Valve Box 4 each 29
Water Meter Box 8 each 30
Manhole Top Section 1 each *** 31
32
(October 4, 2021) 33
Removal and Disposal of Asbestos Material 34
Prior to performance of any contract work, the Contractor shall obtain all permits from and 35
provide notification to, the Washington State Department of Labor and Industries, the 36
Washington State Department of Ecology, the local clean air agency, and other permitting 37
and regulatory agencies with jurisdiction over the work involving asbestos as the laws, 38
rules, and regulations require. 39
40
Prior to commencing asbestos related work, the Contractor shall submit as a Type 1 41
Working Drawing any and all written verification of approvals and notifications that have 42
been given and/or obtained from the required jurisdictional agencies. The Contractor shall 43
include a schedule of activities for all work involving asbestos removal as part of the Type 44
1 Working Drawing. Asbestos related work shall also be shown on the Contractor’s project 45
progress schedule. 46
47
The Contractor shall designate a Washington State Certified Asbestos Supervisor (CAS), 48
certified in accordance with WAC 295-65-012, to supervise the asbestos removal and to 49
ensure that the handling and removal of asbestos is accomplished by certified asbestos 50
workers, pursuant to Washington State Department of Labor and Industries standards. 51
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The Contractor shall ensure that the removal and disposal of asbestos meets the 1
requirements of EPA regulation 40 CFR Part 61, local health department regulations, and 2
all other applicable regulations. 3
4
The Contractor shall ensure the safety of all workers, visitors to the site, and the public in 5
accordance with all applicable laws, rules, and regulations. 6
7
2-02.5 Payment 8
9
Section 2-02.5 is supplemented with the following: 10
11
(September 30, 1996) 12
"Removal and Disposal of Asbestos Material", lump sum. 13
14
2-03 Roadway Excavation and Embankment15
16
2-03.4 Measurement 17
18
Section 2-03.4 is supplemented with the following: 19
20
(March 13, 1995) 21
Only one determination of the original ground elevation will be made on this project. 22
Measurement for roadway excavation and embankment will be based on the original 23
ground elevations recorded previous to the award of this contract. 24
25
If discrepancies are discovered in the ground elevations which will materially affect the 26
quantities of earthwork, the original computations of earthwork quantities will be adjusted 27
accordingly. 28
29
Earthwork quantities will be computed, either manually or by means of electronic data 30
processing equipment, by use of the average end area method or by the finite element 31
analysis method utilizing digital terrain modeling techniques. 32
33
Copies of the ground cross-section notes will be available for the bidder's inspection, 34
before the opening of bids, at the Engineer's office and at the Region office. 35
36
Upon award of the contract, copies of the original ground cross-sections will be furnished 37
to the successful bidder on request to the Engineer. 38
39
Division 5 40
Surface Treatments and Pavements 41
42
Hot Mix Asphalt 43
44
5-04 Hot Mix Asphalt45
(January 31, 2023 APWA GSP)46
47
Delete Section 5-04, Hot Mix Asphalt, and replace it with the following: 48
49
5-04.1 Description50
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This Work shall consist of providing and placing one or more layers of plant-mixed hot 1
mix asphalt (HMA) on a prepared foundation or base in accordance with these 2
Specifications and the lines, grades, thicknesses, and typical cross-sections shown 3
in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes 4
in accordance with these Specifications. WMA processes include organic additives, 5
chemical additives, and foaming. 6
7
HMA shall be composed of asphalt binder and mineral materials as may be required, 8
mixed in the proportions specified to provide a homogeneous, stable, 9
and workable mixture. 10
11
5-04.2 Materials 12
Materials shall meet the requirements of the following sections: 13
Asphalt Binder 9-02.1(4) 14
Cationic Emulsified Asphalt 9-02.1(6) 15
Anti-Stripping Additive 9-02.4 16
HMA Additive 9-02.5 17
Aggregates 9-03.8 18
Recycled Asphalt Pavement (RAP) 9-03.8(3)B, 9-03.21 19
Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B, 9-03.21 20
Mineral Filler 9-03.8(5) 21
Recycled Material 9-03.21 22
23
The Contract documents may establish that the various mineral materials required for 24
the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. 25
If the documents do not establish the furnishing of any of these mineral materials by the 26
Contracting Agency, the Contractor shall be required to furnish such materials in the 27
amounts required for the designated mix. Mineral materials include coarse and fine 28
aggregates, and mineral filler. 29
30
The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production 31
of HMA. The RAP may be from pavements removed under the Contract, if any, or 32
pavement material from an existing stockpile. 33
34
The Contractor may use up to 20 percent RAP by total weight of HMA with no additional 35
sampling or testing of the RAP. 36
37
If the Contractor wishes to utilize High RAP/Any RAS, the design must be listed on the 38
WSDOT Qualified Products List (QPL). 39
40
The grade of asphalt binder shall be as required by the Contract. Blending of asphalt 41
binder from different sources is not permitted. 42
43
The Contractor may only use warm mix asphalt (WMA) processes in the production of 44
HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to 45
the Engineer for approval the process that is proposed and how it will be used in the 46
manufacture of HMA. 47
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1
Production of aggregates shall comply with the requirements of Section 3-01. 2
Preparation of stockpile site, the stockpiling of aggregates, and the removal of 3
aggregates from stockpiles shall comply with the requirements of Section 3-02. 4
5
5-04.2(1) How to Get an HMA Mix Design on the QPL6
If the Contractor wishes to submit a mix design for inclusion in the Qualified Products List7
(QPL), please follow the WSDOT process outlined in Standard Specification 5-04.2(1).8
9
5-04.2(1)A Vacant10
11
5-04.2(2) Mix Design - Obtaining Project Approval12
No paving shall begin prior to the approval of the mix design by the Engineer.13
14
Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA 15
in the Contract documents. 16
17
Commercial evaluation will be used for Commercial HMA and for other classes of HMA 18
in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, 19
gores, prelevel, temporary pavement, and pavement repair. Other nonstructural 20
applications of HMA accepted by commercial evaluation shall be as approved by the 21
Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will 22
be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted 23
by commercial evaluation will be excluded from the quantities used in the determination 24
of nonstatistical evaluation. 25
26
Nonstatistical Mix Design. Fifteen days prior to the first day of paving the Contractor 27
shall provide one of the following mix design verification certifications for Contracting 28
Agency review; 29
30
·The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or31
one of the mix design verification certifications listed below.32
·The proposed HMA mix design on WSDOT Form 350-042 with the seal and33
certification (stamp & signature) of a valid licensed Washington State34
Professional Engineer.35
·The Mix Design Report for the proposed HMA mix design developed by a36
qualified City or County laboratory that is within one year of the approval date.37
38
The mix design shall be performed by a lab accredited by a national authority such as 39
Laboratory Accreditation Bureau, L-A-B for Construction Materials Testing, The 40
Construction Materials Engineering Council (CMEC’s) ISO 17025 or AASHTO 41
Accreditation Program (AAP) and shall supply evidence of participation in the AASHTO: 42
resource proficiency sample program. 43
44
Mix designs for HMA accepted by Nonstatistical evaluation shall: 45
46
·Be designed for ***$$1$$*** million equivalent single axle loads (ESALs).47
·Have the aggregate structure and asphalt binder content determined in48
accordance with WSDOT Standard Operating Procedure 732 and meet the49
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requirements of Sections 9-03.8(2), except that Hamburg testing for ruts and 1
stripping are at the discretion of the Engineer, and 9-03.8(6). 2
· Have anti-strip requirements, if any, for the proposed mix design determined in 3
accordance with AASHTO T 283 or T 324 or based on historic anti-strip and 4
aggregate source compatibility from previous WSDOT lab testing. 5
6
At the discretion of the Engineer, agencies may accept verified mix designs older than 12 7
months from the original verification date with a certification from the Contractor that the 8
materials and sources are the same as those shown on the original mix design. 9
10
Commercial Evaluation Mix Design. Approval of a mix design for “Commercial 11
Evaluation” will be based on a review of the Contractor’s submittal of WSDOT Form 350-12
042 (for commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design 13
from the current WSDOT QPL or from one of the processes allowed by this section. 14
Testing of the HMA by the Contracting Agency for mix design approval is not required. 15
16
For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and 17
design level of ESALs appropriate for the required use. 18
19
5-04.2(2)B Using Warm Mix Asphalt Processes 20
The Contractor may elect to use additives that reduce the optimum mixing temperature 21
or serve as a compaction aid for producing HMA. Additives include organic additives, 22
chemical additives and foaming processes. The use of Additives is subject to the 23
following: 24
25
· Do not use additives that reduce the mixing temperature more than allowed in 26
Section 5-04.3(6) in the production of mixtures. 27
· Before using additives, obtain the Engineer’s approval using WSDOT Form 350-28
076 to describe the proposed additive and process. 29
30
5-04.3 Construction Requirements 31
32
5-04.3(1) Weather Limitations 33
Do not place HMA for wearing course on any Traveled Way beginning October 1st 34
through March 31st of the following year without written concurrence from the Engineer. 35
36
Do not place HMA on any wet surface, or when the average surface temperatures are 37
less than those specified below, or when weather conditions otherwise prevent the 38
proper handling or finishing of the HMA. 39
40
Minimum Surface Temperature for Paving 41
Compacted Thickness
(Feet) Wearing Course Other Courses
Less than 0.10 55°F 45°F
0.10 to .20 45°F 35°F
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More than 0.20 35°F 35°F
1
5-04.3(2) Paving Under Traffic 2
When the Roadway being paved is open to traffic, the requirements of this Section 3
shall apply. 4
5
The Contractor shall keep intersections open to traffic at all times except when paving 6
the intersection or paving across the intersection. During such time, and provided that 7
there has been an advance warning to the public, the intersection may be closed for the 8
minimum time required to place and compact the mixture. In hot weather, the Engineer 9
may require the application of water to the pavement to accelerate the finish rolling of the 10
pavement and to shorten the time required before reopening to traffic. 11
12
Before closing an intersection, advance warning signs shall be placed, and signs shall 13
also be placed marking the detour or alternate route. 14
15
During paving operations, temporary pavement markings shall be maintained throughout 16
the project. Temporary pavement markings shall be installed on the Roadway prior to 17
opening to traffic. Temporary pavement markings shall be in accordance with Section 8-18
23. 19
20
All costs in connection with performing the Work in accordance with these requirements, 21
except the cost of temporary pavement markings, shall be included in the unit Contract 22
prices for the various Bid items involved in the Contract. 23
24
5-04.3(3) Equipment 25
26
5-04.3(3)A Mixing Plant 27
Plants used for the preparation of HMA shall conform to the following requirements: 28
29
1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of 30
asphalt binder shall be equipped to heat and hold the material at the required 31
temperatures. The heating shall be accomplished by steam coils, electricity, or 32
other approved means so that no flame shall be in contact with the storage tank. 33
The circulating system for the asphalt binder shall be designed to ensure proper 34
and continuous circulation during the operating period. A valve for the purpose of 35
sampling the asphalt binder shall be placed in either the storage tank or in the 36
supply line to the mixer. 37
38
2. Thermometric Equipment – An armored thermometer, capable of detecting 39
temperature ranges expected in the HMA mix, shall be fixed in the asphalt binder 40
feed line at a location near the charging valve at the mixer unit. The thermometer 41
location shall be convenient and safe for access by Inspectors. The plant shall 42
also be equipped with an approved dial-scale thermometer, a mercury actuated 43
thermometer, an electric pyrometer, or another approved thermometric 44
instrument placed at the discharge chute of the drier to automatically register or 45
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indicate the temperature of the heated aggregates. This device shall be in full 1
view of the plant operator. 2
3
3. Heating of Asphalt Binder – The temperature of the asphalt binder shall not 4
exceed the maximum recommended by the asphalt binder manufacturer nor shall 5
it be below the minimum temperature required to maintain the asphalt binder in a 6
homogeneous state. The asphalt binder shall be heated in a manner that will 7
avoid local variations in heating. The heating method shall provide a continuous 8
supply of asphalt binder to the mixer at a uniform average temperature with no 9
individual variations exceeding 25°F. Also, when a WMA additive is included in 10
the asphalt binder, the temperature of the asphalt binder shall not exceed the 11
maximum recommended by the manufacturer of the WMA additive. 12
13
4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped 14
with a mechanical sampler for the sampling of the mineral materials. The 15
mechanical sampler shall meet the requirements of Section 1-05.6 for the 16
crushing and screening operation. The Contractor shall provide for the setup and 17
operation of the field-testing facilities of the Contracting Agency as provided for in 18
Section 3-01.2(2). 19
20
5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the 21
following methods: 22
23
a. A mechanical sampling device attached to the HMA plant. 24
25
b. Platforms or devices to enable sampling from the hauling vehicle without 26
entering the hauling vehicle. 27
28
5-04.3(3)B Hauling Equipment 29
Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a 30
cover of canvas or other suitable material of sufficient size to protect the mixture from 31
adverse weather. Whenever the weather conditions during the work shift include, or are 32
forecast to include precipitation or an air temperature less than 45°F or when time from 33
loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect 34
the HMA. 35
36
The Contractor shall provide an environmentally benign means to prevent the HMA 37
mixture from adhering to the hauling equipment. Excess release agent shall be drained 38
prior to filling hauling equipment with HMA. Petroleum derivatives or other coating 39
material that contaminate or alter the characteristics of the HMA shall not be used. For 40
live bed trucks, the conveyer shall be in operation during the process of applying the 41
release agent. 42
43
5-04.3(3)C Pavers 44
HMA pavers shall be self-contained, power-propelled units, provided with an internally 45
heated vibratory screed and shall be capable of spreading and finishing courses of HMA 46
plant mix material in lane widths required by the paving section shown in the Plans. 47
48
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The HMA paver shall be in good condition and shall have the most current equipment 1
available from the manufacturer for the prevention of segregation of the HMA mixture 2
installed, in good condition, and in working order. The equipment certification shall list 3
the make, model, and year of the paver and any equipment that has been retrofitted. 4
5
The screed shall be operated in accordance with the manufacturer’s recommendations 6
and shall effectively produce a finished surface of the required evenness and texture 7
without tearing, shoving, segregating, or gouging the mixture. A copy of the 8
manufacturer’s recommendations shall be provided upon request by the Contracting 9
Agency. Extensions will be allowed provided they produce the same results, including 10
ride, density, and surface texture as obtained by the primary screed. Extensions without 11
augers and an internally heated vibratory screed shall not be used in the Traveled Way. 12
13
When specified in the Contract, reference lines for vertical control will be required. Lines 14
shall be placed on both outer edges of the Traveled Way of each Roadway. Horizontal 15
control utilizing the reference line will be permitted. The grade and slope for intermediate 16
lanes shall be controlled automatically from reference lines or by means of a mat 17
referencing device and a slope control device. When the finish of the grade prepared for 18
paving is superior to the established tolerances and when, in the opinion of the Engineer, 19
further improvement to the line, grade, cross-section, and smoothness can best be 20
achieved without the use of the reference line, a mat referencing device may be 21
substituted for the reference line. Substitution of the device will be subject to the 22
continued approval of the Engineer. A joint matcher may be used subject to the approval 23
of the Engineer. The reference line may be removed after the completion of the first 24
course of HMA when approved by the Engineer. Whenever the Engineer determines that 25
any of these methods are failing to provide the necessary vertical control, the reference 26
lines will be reinstalled by the Contractor. 27
28
The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and 29
accessories necessary for satisfactory operation of the automatic control equipment. 30
31
If the paving machine in use is not providing the required finish, the Engineer may 32
suspend Work as allowed by Section 1-08.6. Any cleaning or solvent type liquids spilled 33
on the pavement shall be thoroughly removed before paving proceeds. 34
35
5-04.3(3)D Material Transfer Device or Material Transfer Vehicle 36
A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s 37
approval, unless otherwise required by the Contract. 38
39
Where an MTD/V is required by the Contract, the Engineer may approve paving without 40
an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable 41
adjustment in cost or time is due. 42
43
When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and 44
prior to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a 45
uniform temperature throughout the mixture. If a windrow elevator is used, the length of 46
the windrow may be limited in urban areas or through intersections, at the discretion of 47
the Engineer. 48
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1
To be approved for use, an MTV: 2
3
1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver. 4
5
2. Shall not be connected to the hauling vehicle or paver. 6
7
3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 8
9
4. Shall mix the HMA after delivery by the hauling equipment and prior to 10
placement into the paving machine. 11
12
5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the 13
mixture. 14
15
To be approved for use, an MTD: 16
17
1. Shall be positively connected to the paver. 18
19
2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 20
21
3. Shall mix the HMA after delivery by the hauling equipment and prior to 22
placement into the paving machine. 23
24
4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the 25
mixture. 26
27
5-04.3(3)E Rollers 28
Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good 29
condition and capable of reversing without backlash. Operation of the roller shall be in 30
accordance with the manufacturer’s recommendations. When ordered by the Engineer 31
for any roller planned for use on the project, the Contractor shall provide a copy of the 32
manufacturer’s recommendation for the use of that roller for compaction of HMA. The 33
number and weight of rollers shall be sufficient to compact the mixture in compliance 34
with the requirements of Section 5-04.3(10). The use of equipment that results in 35
crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, 36
uneven compaction of the surface, displacement of the mixture or other undesirable 37
results shall not be used. 38
39
5-04.3(4) Preparation of Existing Paved Surfaces 40
When the surface of the existing pavement or old base is irregular, the Contractor shall 41
bring it to a uniform grade and cross-section as shown on the Plans or approved by the 42
Engineer. 43
44
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Preleveling of uneven or broken surfaces over which HMA is to be placed may be 1
accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as 2
approved by the Engineer. 3
4
Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may 5
require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to 6
avoid bridging across preleveled areas by the compaction equipment. Equipment used 7
for the compaction of preleveling HMA shall be approved by the Engineer. 8
9
Before construction of HMA on an existing paved surface, the entire surface of the 10
pavement shall be clean. All fatty asphalt patches, grease drippings, and other 11
objectionable matter shall be entirely removed from the existing pavement. All 12
pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement 13
grindings, and other foreign matter. All holes and small depressions shall be filled with an 14
appropriate class of HMA. The surface of the patched area shall be leveled and 15
compacted thoroughly. Prior to the application of tack coat, or paving, the condition of 16
the surface shall be approved by the Engineer. 17
18
A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA 19
is to be placed or abutted; except that tack coat may be omitted from clean, newly paved 20
surfaces at the discretion of the Engineer. Tack coat shall be uniformly applied to cover 21
the existing pavement with a thin film of residual asphalt free of streaks and bare spots at 22
a rate between 0.02 and 0.10 gallons per square yard of retained asphalt. The rate of 23
application shall be approved by the Engineer. A heavy application of tack coat shall be 24
applied to all joints. For Roadways open to traffic, the application of tack coat shall be 25
limited to surfaces that will be paved during the same working shift. The spreading 26
equipment shall be equipped with a thermometer to indicate the temperature of the tack 27
coat material. 28
29
Equipment shall not operate on tacked surfaces until the tack has broken and cured. If 30
the Contractor’s operation damages the tack coat it shall be repaired prior to placement 31
of the HMA. 32
33
The tack coat shall be CSS-1, or CSS-1h emulsified asphalt. The CSS-1 and CSS-1h 34
emulsified asphalt may be diluted once with water at a rate not to exceed one-part water 35
to one-part emulsified asphalt. The tack coat shall have sufficient temperature such that 36
it may be applied uniformly at the specified rate of application and shall not exceed the 37
maximum temperature recommended by the emulsified asphalt manufacturer. 38
39
5-04.3(4)A Crack Sealing40
When the Proposal includes a pay item for crack sealing, seal cracks in accordance with 41
Section 5-03. 42
43
5-04.3(4)B Vacant44
45
5-04.3(4)C Pavement Repair46
The Contractor shall excavate pavement repair areas and shall backfill these with HMA 47
in accordance with the details shown in the Plans and as marked in the field. The 48
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Contractor shall conduct the excavation operations in a manner that will protect the 1
pavement that is to remain. Pavement not designated to be removed that is damaged as 2
a result of the Contractor’s operations shall be repaired by the Contractor to the 3
satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall 4
excavate only within one lane at a time unless approved otherwise by the Engineer. The 5
Contractor shall not excavate more area than can be completely finished during the 6
same shift, unless approved by the Engineer. 7
8
Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth 9
of 1.0 feet. The Engineer will make the final determination of the excavation depth 10
required. The minimum width of any pavement repair area shall be 40 inches unless 11
shown otherwise in the Plans. Before any excavation, the existing pavement shall be 12
sawcut or shall be removed by a pavement grinder. Excavated materials will become the 13
property of the Contractor and shall be disposed of in a Contractor-provided site off the 14
Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. 15
16
Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy 17
application of tack coat shall be applied to all surfaces of existing pavement in the 18
pavement repair area. 19
20
Placement of the HMA backfill shall be accomplished in lifts not to exceed 0.35-foot 21
compacted depth. Lifts that exceed 0.35-foot of compacted depth may be accomplished 22
with the approval of the Engineer. Each lift shall be thoroughly compacted by a 23
mechanical tamper or a roller. 24
25
5-04.3(5) Producing/Stockpiling Aggregates and RAP 26
Aggregates and RAP shall be stockpiled according to the requirements of Section 3-02. 27
Sufficient storage space shall be provided for each size of aggregate and RAP. Materials 28
shall be removed from stockpile(s) in a manner to ensure minimal segregation when 29
being moved to the HMA plant for processing into the final mixture. Different aggregate 30
sizes shall be kept separated until they have been delivered to the HMA plant. 31
32
5-04.3(5)A Vacant 33
34
5-04.3(6) Mixing 35
After the required amount of mineral materials, asphalt binder, recycling agent and anti-36
stripping additives have been introduced into the mixer the HMA shall be mixed until 37
complete and uniform coating of the particles and thorough distribution of the asphalt 38
binder throughout the mineral materials is ensured. 39
40
When discharged, the temperature of the HMA shall not exceed the optimum mixing 41
temperature by more than 25°F as shown on the reference mix design report or as 42
approved by the Engineer. Also, when a WMA additive is included in the manufacture of 43
HMA, the discharge temperature of the HMA shall not exceed the maximum 44
recommended by the manufacturer of the WMA additive. A maximum water content of 2 45
percent in the mix, at discharge, will be allowed providing the water causes no problems 46
with handling, stripping, or flushing. If the water in the HMA causes any of these 47
problems, the moisture content shall be reduced as directed by the Engineer. 48
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1
Storing or holding of the HMA in approved storage facilities will be permitted with 2
approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. 3
HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be 4
disposed of by the Contractor at no expense to the Contracting Agency. The storage 5
facility shall have an accessible device located at the top of the cone or about the third 6
point. The device shall indicate the amount of material in storage. No HMA shall be 7
accepted from the storage facility when the HMA in storage is below the top of the cone 8
of the storage facility, except as the storage facility is being emptied at the end of the 9
working shift. 10
11
Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior 12
to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is 13
evidence of the recycled asphalt pavement not breaking down during the heating and 14
mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until 15
changes have been approved by the Engineer. After the required amount of mineral 16
materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into 17
the mixer the HMA shall be mixed until complete and uniform coating of the particles and 18
thorough distribution of the asphalt binder throughout the mineral materials, and RAP is 19
ensured. 20
21
5-04.3(7) Spreading and Finishing 22
The mixture shall be laid upon an approved surface, spread, and struck off to the grade 23
and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used 24
to distribute the mixture. Unless otherwise directed by the Engineer, the nominal 25
compacted depth of any layer of any course shall not exceed the following: 26
27
HMA Class 1” 0.35 feet 28
HMA Class ¾” and HMA Class ½” 29
wearing course 0.30 feet 30
other courses 0.35 feet 31
HMA Class ⅜” 0.15 feet 32
33
On areas where irregularities or unavoidable obstacles make the use of mechanical 34
spreading and finishing equipment impractical, the paving may be done with other 35
equipment or by hand. 36
37
When more than one JMF is being utilized to produce HMA, the material produced for 38
each JMF shall be placed by separate spreading and compacting equipment. The 39
intermingling of HMA produced from more than one JMF is prohibited. Each strip of HMA 40
placed during a work shift shall conform to a single JMF established for the class of HMA 41
specified unless there is a need to make an adjustment in the JMF. 42
43
5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA 44
For HMA accepted by nonstatistical evaluation, the aggregate properties of sand 45
equivalent, uncompacted void content, and fracture will be evaluated in accordance with 46
Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial 47
evaluation will be at the option of the Engineer. 48
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1
5-04.3(9) HMA Mixture Acceptance2
Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation.3
4
Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial 5
Evaluation is specified. 6
7
Commercial evaluation will be used for Commercial HMA and for other classes of HMA 8
in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, 9
gores, prelevel, temporary pavement, and pavement repair. Other nonstructural 10
applications of HMA accepted by commercial evaluation shall be as approved by the 11
Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the 12
option of the Engineer. 13
14
The mix design will be the initial JMF for the class of HMA. The Contractor may request a 15
change in the JMF. Any adjustments to the JMF will require the approval of the Engineer 16
and may be made in accordance with this section. 17
18
HMA Tolerances and Adjustments 19
1.Job Mix Formula Tolerances – The constituents of the mixture at the time of20
acceptance shall be within tolerance. The tolerance limits will be established as21
follows:22
23
For Asphalt Binder and Air Voids (Va), the acceptance limits are determined 24
by adding the tolerances below to the approved JMF values. These values 25
will also be the Upper Specification Limit (USL) and Lower Specification Limit 26
(LSL) required in Section 1-06.2(2)D2 27
28
Property Non-Statistical Evaluation Commercial Evaluation
Asphalt Binder +/- 0.5% +/- 0.7%
Air Voids, Va 2.5% min. and 5.5% max N/A
29
For Aggregates in the mixture: 30
31
a. First, determine preliminary upper and lower acceptance limits by applying32
the following tolerances to the approved JMF.33
34
Aggregate Percent
Passing
Non-Statistical
Evaluation
Commercial
Evaluation
1”, ¾”, ½”, and 3/8” sieves +/- 6% +/- 8%
No. 4 sieve +/-6% +/- 8%
No. 8 Sieve +/- 6% +/-8%
No. 200 sieve +/- 2.0% +/- 3.0%
35
b. Second, adjust the preliminary upper and lower acceptance limits36
determined from step (a) the minimum amount necessary so that none of37
the aggregate properties are outside the control points in Section 9-38
03.8(6). The resulting values will be the upper and lower acceptance limits39
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for aggregates, as well as the USL and LSL required in Section 1-1
06.2(2)D2. 2
3
2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or 4
asphalt binder content of the JMF requires approval of the Engineer. Adjustments 5
to the JMF will only be considered if the change produces material of equal or 6
better quality and may require the development of a new mix design if the 7
adjustment exceeds the amounts listed below. 8
9
a. Aggregates –2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and 10
the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 11
percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall 12
be within the range of the control points in Section 9-03.8(6). 13
14
b. Asphalt Binder Content – The Engineer may order or approve changes to 15
asphalt binder content. The maximum adjustment from the approved mix 16
design for the asphalt binder content shall be 0.3 percent. 17
18
5-04.3(9)A Vacant 19
20
5-04.3(9)B Vacant 21
22
5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation 23
HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the 24
Contracting Agency by dividing the HMA tonnage into lots. 25
26
5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots 27
A lot is represented by randomly selected samples of the same mix design that will be 28
tested for acceptance. A lot is defined as the total quantity of material or work produced 29
for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be 30
equal to one day’s production or 800 tons, whichever is less except that the final sublot 31
will be a minimum of 400 tons and may be increased to 1200 tons. 32
33
All of the test results obtained from the acceptance samples from a given lot shall be 34
evaluated collectively. If the Contractor requests a change to the JMF that is approved, 35
the material produced after the change will be evaluated on the basis of the new JMF for 36
the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot 37
in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request 38
after the Engineer is satisfied that material conforming to the Specifications can be 39
produced. 40
41
Sampling and testing for evaluation shall be performed on the frequency of one sample 42
per sublot. 43
44
5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling 45
Samples for acceptance testing shall be obtained by the Contractor when ordered by the 46
Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer 47
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and in accordance with AASH-TO T 168. A minimum of three samples should be taken 1
for each class of HMA placed on a project. If used in a structural application, at least one 2
of the three samples shall be tested. 3
4
Sampling and testing HMA in a structural application where quantities are less than 400 5
tons is at the discretion of the Engineer. 6
7
For HMA used in a structural application and with a total project quantity less than 800 8
tons but more than 400 tons, a minimum of one acceptance test shall be performed. In 9
all cases, a minimum of 3 samples will be obtained at the point of acceptance, a 10
minimum of one of the three samples will be tested for conformance to the JMF: 11
12
· If the test results are found to be within specification requirements, additional 13
testing will be at the Engineer’s discretion. 14
15
· If test results are found not to be within specification requirements, additional 16
testing of the remaining samples to determine a CPF shall be performed. 17
18
5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing 19
Testing of HMA for compliance of Va will at the option of the Contracting Agency. If 20
tested, compliance of Va will use WSDOT SOP 731. 21
22
Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 23
308. 24
25
Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11. 26
27
5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors 28
For each lot of material falling outside the tolerance limits in 5-04.3(9), the Contracting 29
Agency will determine a CPF using the following price adjustment factors: 30
31
Table of Price Adjustment Factors
Constituent Factor
“f”
All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and
No.4 sieves
2
All aggregate passing No. 8 sieve 15
All aggregate passing No. 200 sieve 20
Asphalt binder 40
Air Voids (Va) (where applicable) 20
32
Each lot of HMA produced under Nonstatistical Evaluation and having all constituents 33
falling within the tolerance limits of the job mix formula shall be accepted at the unit 34
Contract price with no further evaluation. When one or more constituents fall outside the 35
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nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment 1
Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the 2
appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the 3
CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup 4
samples of the existing sublots or samples from the Roadway shall be tested to provide 5
a minimum of three sets of results for evaluation. 6
7
5-04.3(9)C5 Vacant 8
9
5-04.3(9)C6 Mixture Nonstatistical Evaluation – Price Adjustments 10
For each lot of HMA mix produced under Nonstatistical Evaluation when the calculated 11
CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The 12
NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The 13
total job mix compliance price adjustment will be calculated as the product of the NCMF, 14
the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. 15
16
If a constituent is not measured in accordance with these Specifications, its individual 17
pay factor will be considered 1.00 in calculating the CPF. 18
19
5-04.3(9)C7 Mixture Nonstatistical Evaluation - Retests 20
The Contractor may request a sublot be retested. To request a retest, the Contractor 21
shall submit a written request within 7 calendar days after the specific test results have 22
been received. A split of the original acceptance sample will be retested. The split of the 23
sample will not be tested with the same tester that ran the original acceptance test. The 24
sample will be tested for a complete gradation analysis, asphalt binder content, and, at 25
the option of the agency, Va. The results of the retest will be used for the acceptance of 26
the HMA in place of the original sublot sample test results. The cost of testing will be 27
deducted from any monies due or that may come due the Contractor under the Contract 28
at the rate of $500 per sample. 29
30
5-04.3 (9)D Mixture Acceptance – Commercial Evaluation 31
If sampled and tested, HMA produced under Commercial Evaluation and having all 32
constituents falling within the tolerance limits of the job mix formula shall be accepted at 33
the unit Contract price with no further evaluation. When one or more constituents fall 34
outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the 35
lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate 36
CPF. The commercial tolerance limits will be used in the calculation of the CPF and the 37
maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the 38
existing sublots or samples from the street shall be tested to provide a minimum of three 39
sets of results for evaluation. 40
41
For each lot of HMA mix produced and tested under Commercial Evaluation when the 42
calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be 43
determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 44
60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product 45
of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of 46
mix. 47
48
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If a constituent is not measured in accordance with these Specifications, its individual 1
pay factor will be considered 1.00 in calculating the CPF. 2
3
5-04.3(10) HMA Compaction Acceptance 4
HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including 5
lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a 6
specified compacted course thickness greater than 0.10-foot, shall be compacted to a 7
specified level of relative density. The specified level of relative density shall be a CPF of 8
not less than 0.75 when evaluated in accordance with Section 1-06.2, using a LSL of 9
92.0 (minimum of 92 percent of the maximum density). The maximum density shall be 10
determined by WSDOT FOP for AASHTO T 729. The specified level of density attained 11
will be determined by the evaluation of the density of the pavement. The density of the 12
pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, 13
except that gauge correlation will be at the discretion of the Engineer, when using the 14
nuclear density gauge and WSDOT SOP 736 when using cores to determine density. 15
16
Tests for the determination of the pavement density will be taken in accordance with the 17
required procedures for measurement by a nuclear density gauge or Roadway cores 18
after completion of the finish rolling. 19
20
If the Contracting Agency uses a nuclear density gauge to determine density the test 21
procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the 22
mix is placed and prior to opening to traffic. 23
24
Roadway cores for density may be obtained by either the Contracting Agency or the 25
Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches 26
minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by 27
the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. 28
29
If the Contract includes the Bid item “Roadway Core”, the cores shall be obtained by the 30
Contractor in the presence of the Engineer on the same day the mix is placed and at 31
locations designated by the Engineer. If the Contract does not include the Bid item 32
“Roadway Core”, the Contracting Agency will obtain the cores. 33
34
For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s 35
request after the Engineer is satisfied that material conforming to the Specifications can 36
be produced. 37
38
HMA mixture accepted by commercial evaluation and HMA constructed under conditions 39
other than those listed above shall be compacted on the basis of a test point evaluation 40
of the compaction train. The test point evaluation shall be performed in accordance with 41
instructions from the Engineer. The number of passes with an approved compaction 42
train, required to attain the maximum test point density, shall be used on all subsequent 43
paving. 44
45
HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling 46
wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved 47
by the Engineer. 48
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1
Test Results 2
For a sublot that has been tested with a nuclear density gauge that did not meet the 3
minimum of 92 percent of the reference maximum density in a compaction lot with a CPF 4
below 1.00 and thus subject to a price reduction or rejection, the Contractor may request 5
that a core be used for determination of the relative density of the sublot. The relative 6
density of the core will replace the relative density determined by the nuclear density 7
gauge for the sublot and will be used for calculation of the CPF and acceptance of HMA 8
compaction lot. 9
10
When cores are taken by the Contracting Agency at the request of the Contractor, they 11
shall be requested by noon of the next workday after the test results for the sublot have 12
been provided or made available to the Contractor. Core locations shall be outside of 13
wheel paths and as determined by the Engineer. Traffic control shall be provided by the 14
Contractor as requested by the Engineer. Failure by the Contractor to provide the 15
requested traffic control will result in forfeiture of the request for cores. When the CPF for 16
the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will 17
be deducted from any monies due or that may become due the Contractor under the 18
Contract at the rate of $200 per core and the Contractor shall pay for the cost of the 19
traffic control. 20
21
5-04.3(10)A HMA Compaction – General Compaction Requirements 22
Compaction shall take place when the mixture is in the proper condition so that no undue 23
displacement, cracking, or shoving occurs. Areas inaccessible to large compaction 24
equipment shall be compacted by other mechanical means. Any HMA that becomes 25
loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way 26
defective, shall be removed and replaced with new hot mix that shall be immediately 27
compacted to conform to the surrounding area. 28
29
The type of rollers to be used and their relative position in the compaction sequence 30
shall generally be the Contractor’s option, provided the specified densities are attained. 31
Unless the Engineer has approved otherwise, rollers shall only be operated in the static 32
mode when the internal temperature of the mix is less than 175°F. Regardless of mix 33
temperature, a roller shall not be operated in a mode that results in checking or cracking 34
of the mat. Rollers shall only be operated in static mode on bridge decks. 35
36
5-04.3(10)B HMA Compaction - Cyclic Density 37
Low cyclic density areas are defined as spots or streaks in the pavement that are less 38
than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the 39
Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will 40
follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for 41
any 500-foot section with two or more density readings below 90 percent of the 42
theoretical maximum density. 43
44
5-04.3(10)C Vacant 45
46
5-04.3(10)D HMA Nonstatistical Compaction 47
48
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5-04.3(10)D1 HMA Nonstatistical Compaction - Lots and Sublots1
HMA compaction which is accepted by nonstatistical evaluation will be based on 2
acceptance testing performed by the Contracting Agency dividing the project into 3
compaction lots. 4
5
A lot is represented by randomly selected samples of the same mix design that will be 6
tested for acceptance. A lot is defined as the total quantity of material or work produced 7
for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be 8
equal to one day’s production or 400 tons, whichever is less except that the final sublot 9
will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction 10
will be at the rate of 5 tests per sublot per WSDOT T 738. 11
12
The sublot locations within each density lot will be determined by the Engineer. For a lot 13
in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request 14
after the Engineer is satisfied that material conforming to the Specifications can be 15
produced. 16
17
HMA mixture accepted by commercial evaluation and HMA constructed under conditions 18
other than those listed above shall be compacted on the basis of a test point evaluation 19
of the compaction train. The test point evaluation shall be performed in accordance with 20
instructions from the Engineer. The number of passes with an approved compaction 21
train, required to attain the maximum test point density, shall be used on all subsequent 22
paving. 23
24
HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel 25
ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the 26
Engineer. 27
28
5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing29
The location of the HMA compaction acceptance tests will be randomly selected by the 30
Engineer from within each sublot, with one test per sublot. 31
32
5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments33
For each compaction lot with one or two sublots, having all sublots attain a relative 34
density that is 92 percent of the reference maximum density the HMA shall be accepted 35
at the unit Contract price with no further evaluation. When a sublot does not attain a 36
relative density that is 92 percent of the reference maximum density, the lot shall be 37
evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The 38
maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will 39
be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF 40
lower than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by 41
either a nuclear moisture-density gauge or cores will be completed as required to provide 42
a minimum of three tests for evaluation. 43
44
For compaction below the required 92%, a Non-Conforming Compaction Factor (NCCF) 45
will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 46
multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the 47
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product of CPF, the quantity of HMA in the compaction control lot in tons, and the unit 1
Contract price per ton of mix. 2
3
5-04.3(11) Reject Work 4
5
5-04.3(11)A Reject Work General 6
Work that is defective or does not conform to Contract requirements shall be rejected. 7
The Contractor may propose, in writing, alternatives to removal and replacement of 8
rejected material. Acceptability of such alternative proposals will be determined at the 9
sole discretion of the Engineer. HMA that has been rejected is subject to the 10
requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit 11
a corrective action proposal to the Engineer for approval. 12
13
5-04.3(11)B Rejection by Contractor 14
The Contractor may, prior to sampling, elect to remove any defective material and 15
replace it with new material. Any such new material will be sampled, tested, and 16
evaluated for acceptance. 17
18
5-04.3(11)C Rejection Without Testing (Mixture or Compaction) 19
The Engineer may, without sampling, reject any batch, load, or section of Roadway that 20
appears defective. Material rejected before placement shall not be incorporated into the 21
pavement. Any rejected section of Roadway shall be removed. 22
23
No payment will be made for the rejected materials or the removal of the materials 24
unless the Contractor requests that the rejected material be tested. If the Contractor 25
elects to have the rejected material tested, a minimum of three representative samples 26
will be obtained and tested. Acceptance of rejected material will be based on 27
conformance with the nonstatistical acceptance Specification. If the CPF for the rejected 28
material is less than 0.75, no payment will be made for the rejected material; in addition, 29
the cost of sampling and testing shall be borne by the Contractor. If the CPF is greater 30
than or equal to 0.75, the cost of sampling and testing will be borne by the Contracting 31
Agency. If the material is rejected before placement and the CPF is greater than or equal 32
to 0.75, compensation for the rejected material will be at a CPF of 0.75. If rejection 33
occurs after placement and the CPF is greater than or equal to 0.75, compensation for 34
the rejected material will be at the calculated CPF with an addition of 25 percent of the 35
unit Contract price added for the cost of removal and disposal. 36
37
5-04.3(11)D Rejection - A Partial Sublot 38
In addition to the random acceptance sampling and testing, the Engineer may also 39
isolate from a normal sublot any material that is suspected of being defective in relative 40
density, gradation or asphalt binder content. Such isolated material will not include an 41
original sample location. A minimum of three random samples of the suspect material will 42
be obtained and tested. The material will then be statistically evaluated as an 43
independent lot in accordance with Section 1-06.2(2). 44
45
5-04.3(11)E Rejection - An Entire Sublot 46
An entire sublot that is suspected of being defective may be rejected. When a sublot is 47
rejected a minimum of two additional random samples from this sublot will be obtained. 48
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These additional samples and the original sublot will be evaluated as an independent lot 1
in accordance with Section 1-06.2(2). 2
3
5-04.3(11)F Rejection - A Lot in Progress 4
The Contractor shall shut down operations and shall not resume HMA placement until 5
such time as the Engineer is satisfied that material conforming to the Specifications can 6
be produced: 7
8
1. When the CPF of a lot in progress drops below 1.00 and the Contractor is taking 9
no corrective action, or 10
2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 11
0.95 and the Contractor is taking no corrective action, or 12
3. When either the PF for any constituent or the CPF of a lot in progress is less than 13
0.75. 14
15
5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) 16
An entire lot with a CPF of less than 0.75 will be rejected. 17
18
5-04.3(12) Joints 19
20
5-04.3(12)A HMA Joints 21
22
5-04.3(12)A1 Transverse Joints 23
The Contractor shall conduct operations such that the placing of the top or wearing 24
course is a continuous operation or as close to continuous as possible. Unscheduled 25
transverse joints will be allowed, and the roller may pass over the unprotected end of the 26
freshly laid mixture only when the placement of the course must be discontinued for such 27
a length of time that the mixture will cool below compaction temperature. When the Work 28
is resumed, the previously compacted mixture shall be cut back to produce a slightly 29
beveled edge for the full thickness of the course. 30
31
A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a 32
transverse joint as a result of paving or planing is open to traffic. The HMA in the 33
temporary wedge shall be separated from the permanent HMA by strips of heavy 34
wrapping paper or other methods approved by the Engineer. The wrapping paper shall 35
be removed and the joint trimmed to a slightly beveled edge for the full thickness of the 36
course prior to resumption of paving. 37
38
The material that is cut away shall be wasted and new mix shall be laid against the cut. 39
Rollers or tamping irons shall be used to seal the joint. 40
41
5-04.3(12)A2 Longitudinal Joints 42
The longitudinal joint in any one course shall be offset from the course immediately 43
below by not more than 6 inches nor less than 2 inches. All longitudinal joints 44
constructed in the wearing course shall be located at a lane line or an edge line of the 45
Traveled Way. A notched wedge joint shall be constructed along all longitudinal joints in 46
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the wearing surface of new HMA unless otherwise approved by the Engineer. The 1
notched wedge joint shall have a vertical edge of not less than the maximum aggregate 2
size or more than ½ of the compacted lift thickness and then taper down on a slope not 3
steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be 4
uniformly compacted. 5
6
5-04.3(12)B Bridge Paving Joint Seals7
Bridge Paving Joint Seals shall be in accordance with Section 5-03.8
9
5-04.3(13) Surface Smoothness10
The completed surface of all courses shall be of uniform texture, smooth, uniform as to 11
crown and grade, and free from defects of all kinds. The completed surface of the 12
wearing course shall not vary more than ⅛ inch from the lower edge of a 10-foot 13
straightedge placed on the surface parallel to the centerline. The transverse slope of the 14
completed surface of the wearing course shall vary not more than ¼ inch in 10 feet from 15
the rate of transverse slope shown in the Plans. 16
17
When deviations in excess of the above tolerances are found that result from a high 18
place in the HMA, the pavement surface shall be corrected by one of the 19
following methods: 20
21
1. Removal of material from high places by grinding with an approved grinding22
machine, or23
24
2. Removal and replacement of the wearing course of HMA, or25
26
3. By other method approved by the Engineer.27
28
Correction of defects shall be carried out until there are no deviations anywhere greater 29
than the allowable tolerances. 30
31
Deviations in excess of the above tolerances that result from a low place in the HMA and 32
deviations resulting from a high place where corrective action, in the opinion of the 33
Engineer, will not produce satisfactory results will be accepted with a price adjustment. 34
The Engineer shall deduct from monies due or that may become due to the Contractor 35
the sum of $500.00 for each and every section of single traffic lane 100 feet in length in 36
which any excessive deviations described above are found. 37
38
When utility appurtenances such as manhole covers and valve boxes are located in the 39
traveled way, the utility appurtenances shall be adjusted to the finished grade prior to 40
paving. This requirement may be waived when requested by the Contractor, at the 41
discretion of the Engineer or when the adjustment details provided in the project plan or 42
specifications call for utility appurtenance adjustments after the completion of paving. 43
44
Utility appurtenance adjustment discussions will be included in the Pre-Paving and Pre-45
Planing Briefing (5-04.3(14)B3). Submit a written request to waive this requirement to the 46
Engineer prior to the start of paving. 47
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1
5-04.3(14) Planing Bituminous Pavement 2
The planing plan must be approved by the Engineer and a pre-planing meeting must be 3
held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planing 4
submittals. 5
6
Where planing an existing pavement is specified in the Contract, the Contractor must 7
remove existing surfacing material and to reshape the surface to remove irregularities. 8
The finished product must be a prepared surface acceptable for receiving an HMA 9
overlay. 10
11
Use the cold milling method for planing unless otherwise specified in the Contract. Do 12
not use the planer on the final wearing course of new HMA. 13
14
Conduct planing operations in a manner that does not tear, break, burn, or otherwise 15
damage the surface which is to remain. The finished planed surface must be slightly 16
grooved or roughened and must be free from gouges, deep grooves, ridges, or other 17
imperfections. The Contractor must repair any damage to the surface by the Contractor’s 18
planing equipment, using an Engineer approved method. 19
20
Repair or replace any metal castings and other surface improvements damaged by 21
planing, as determined by the Engineer. 22
23
A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a 24
minimum of 4 inches of curb reveal after placement and compaction of the final wearing 25
course. The dimensions of the wedge must be as shown on the Drawings or as specified 26
by the Engineer. 27
28
A tapered wedge cut must also be made at transitions to adjoining pavement surfaces 29
(meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line 30
with vertical faces 2 inches or more in height, producing a smooth transition to the 31
existing adjoining pavement. 32
33
After planing is complete, planed surfaces must be swept, cleaned, and if required by the 34
Contract, patched and preleveled. 35
36
The Engineer may direct additional depth planing. Before performing this additional 37
depth planing, the Contractor must conduct a hidden metal in pavement detection survey 38
as specified in Section 5-04.3(14)A. 39
40
5-04.3(14)A Pre-Planing Metal Detection Check 41
Before starting planing of pavements, and before any additional depth planing required 42
by the Engineer, the Contractor must conduct a physical survey of existing pavement to 43
be planed with equipment that can identify hidden metal objects. 44
45
Should such metal be identified, promptly notify the Engineer. 46
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1
See Section 1-07.16(1) regarding the protection of survey monumentation that may be 2
hidden in pavement. 3
4
The Contractor is solely responsible for any damage to equipment resulting from the 5
Contractor’s failure to conduct a pre-planing metal detection survey, or from the 6
Contractor’s failure to notify the Engineer of any hidden metal that is detected. 7
8
5-04.3(14)B Paving and Planing Under Traffic 9
10
5-04.3(14)B1 General 11
In addition, the requirements of Section 1-07.23 and the traffic controls required in 12
Section 1-10, and unless the Contract specifies otherwise or the Engineer approves, the 13
Contractor must comply with the following: 14
15
1. Intersections: 16
17
a. Keep intersections open to traffic at all times, except when paving or planing 18
operations through an intersection requires closure. Such closure must be kept 19
to the minimum time required to place and compact the HMA mixture, or plane 20
as appropriate. For paving, schedule such closure to individual lanes or portions 21
thereof that allows the traffic volumes and schedule of traffic volumes required in 22
the approved traffic control plan. Schedule work so that adjacent intersections 23
are not impacted at the same time and comply with the traffic control restrictions 24
required by the Traffic Engineer. Each individual intersection closure or partial 25
closure must be addressed in the traffic control plan, which must be submitted to 26
and accepted by the Engineer, see Section 1-10.2(2). 27
28
b. When planing or paving and related construction must occur in an 29
intersection, consider scheduling and sequencing such work into quarters of the 30
intersection, or half or more of an intersection with side street detours. Be 31
prepared to sequence the work to individual lanes or portions thereof. 32
33
c. Should closure of the intersection in its entirety be necessary, and no trolley 34
service is impacted, keep such closure to the minimum time required to place 35
and compact the HMA mixture, plane, remove asphalt, tack coat, and as 36
needed. 37
38
d. Any work in an intersection requires advance warning in both signage and a 39
number of Working Days advance notice as determined by the Engineer, to alert 40
traffic and emergency services of the intersection closure or partial closure. 41
42
e. Allow new compacted HMA asphalt to cool to ambient temperature before 43
any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until 44
approval has been obtained from the Engineer. 45
46
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2. Temporary centerline marking, post-paving temporary marking, temporary stop 1
bars, and maintaining temporary pavement marking must comply with Section 2
8-23.3
4
3. Permanent pavement marking must comply with Section 8-22.5
6
5-04.3(14)B2 Submittals - Planing Plan and HMA Paving Plan7
The Contractor must submit a separate planing plan and a separate paving plan to the 8
Engineer at least 5 Working Days in advance of each operation’s activity start date. 9
These plans must show how the moving operation and traffic control are coordinated, as 10
they will be discussed at the pre-planing briefing and pre-paving briefing. When 11
requested by the Engineer, the Contractor must provide each operation’s traffic control 12
plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of 13
operation and sufficient detail of traffic beyond the area of operation where detour traffic 14
may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be 15
changed if the Engineer agrees sufficient detail is shown. 16
17
The planing operation and the paving operation include, but are not limited to, metal 18
detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, 19
staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at 20
the briefing. 21
22
When intersections will be partially or totally blocked, provide adequately sized and 23
noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in 24
advance. The traffic control plan must show where police officers will be stationed when 25
signalization is or may be, countermanded, and show areas where flaggers are 26
proposed. 27
28
At a minimum, the planing and the paving plan must include: 29
30
1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each31
day’s traffic control as it relates to the specific requirements of that day’s planing32
and paving. Briefly describe the sequencing of traffic control consistent with the33
proposed planing and paving sequence, and scheduling of placement of34
temporary pavement markings and channelizing devices after each day’s planing,35
and paving.36
37
2. A copy of each intersection’s traffic control plan.38
39
3. Haul routes from supplier facilities, and locations of temporary parking and40
staging areas, including return routes. Describe the complete round trip as it41
relates to the sequencing of paving operations.42
43
4. Names and locations of HMA supplier facilities to be used.44
45
5. List of all equipment to be used for paving.46
47
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6. List of personnel and associated job classification assigned to each piece of 1
paving equipment. 2
3
7. Description (geometric or narrative) of the scheduled sequence of planing and of 4
paving and intended area of planing and of paving for each day’s work, must 5
include the directions of proposed planing and of proposed paving, sequence of 6
adjacent lane paving, sequence of skipped lane paving, intersection planing and 7
paving scheduling and sequencing, and proposed notifications and coordinations 8
to be timely made. The plan must show HMA joints relative to the final pavement 9
marking lane lines. 10
11
8. Names, job titles, and contact information for field, office, and plant supervisory 12
personnel. 13
14
9. A copy of the approved Mix Designs. 15
16
10. Tonnage of HMA to be placed each day. 17
18
11. Approximate times and days for starting and ending daily operations. 19
20
5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing 21
At least 2 Working Days before the first paving operation and the first planing operation, 22
or as scheduled by the Engineer for future paving and planing operations to ensure the 23
Contractor has adequately prepared for notifying and coordinating as required in the 24
Contract, the Contractor must be prepared to discuss that day’s operations as they relate 25
to other entities and to public safety and convenience, including driveway and business 26
access, garbage truck operations, transit operations and working around energized 27
overhead wires, school and nursing home and hospital and other accesses, other 28
Contractors who may be operating in the area, pedestrian and bicycle traffic, and 29
emergency services. The Contractor, and Subcontractors that may be part of that day’s 30
operations, must meet with the Engineer and discuss the proposed operation as it 31
relates to the submitted planing plan and paving plan, approved traffic control plan, and 32
public convenience and safety. Such discussion includes, but is not limited to: 33
34
1. General for both the Paving and Planing: 35
36
a. The actual times of starting and ending daily operations. 37
38
b. In intersections, how to break up the intersection, and address traffic control 39
and signalization for that operation, including use of peace officers. 40
41
c. The sequencing and scheduling of paving operations and of planing operations, 42
as applicable, as it relates to traffic control, public convenience and safety, and 43
other Contractors who may operate in the Project limits. 44
45
d. Notifications required of Contractor activities and coordinating with other entities 46
and the public as necessary. 47
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1
e. Description of the sequencing of installation and types of temporary pavement 2
markings as it relates to planning and paving. 3
4
f. Description of the sequencing of installation of, and the removal of, temporary 5
pavement patch material around exposed castings and as may be needed. 6
7
g. Description of procedures and equipment to identify hidden metal in the 8
pavement, such as survey monumentation, monitoring wells, streetcar rail, and 9
castings, before planing as per Section 5-04.3(14)B2. 10
11
h. Description of how flaggers will be coordinated with the planing, paving, and 12
related operations. 13
14
i. Description of sequencing of traffic controls for the process of rigid pavement 15
base repairs. 16
17
j. Other items the Engineer deems necessary to address. 18
19
2. Paving – additional topics: 20
21
a. When to start applying tack and coordinating with paving. 22
23
b. Types of equipment and numbers of each type of equipment to be used. If 24
more pieces of equipment than personnel are proposed, describe the 25
sequencing of the personnel operating the types of equipment. Discuss the 26
continuance of operator personnel for each type of equipment as it relates to 27
meeting Specification requirements. 28
29
c. Number of JMFs to be placed, and if more than one JMF is used, how the 30
Contractor will ensure different JMFs are distinguished, how pavers and how 31
MTVs are distinguished, and how pavers and MTVs are cleaned so that one 32
JMF does not adversely influence the other JMF. 33
34
d. Description of contingency plans for that day’s operations such as equipment 35
breakdown, rain out, and supplier shutdown of operations. 36
37
e. Number of sublots to be placed, sequencing of density testing, and other 38
sampling and testing. 39
40
5-04.3(15) Sealing Pavement Surfaces 41
Apply a fog seal where shown in the plans. Construct the fog seal in accordance with 42
Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog seal prior to 43
opening to traffic. 44
45
5-04.3(16) HMA Road Approaches 46
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Construct HMA approaches at the locations shown in the Plans or where staked by the 1
Engineer, in accordance with Section 5-04. 2
3
5-04.4 Measurement 4
HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will 5
be measured by the ton in accordance with Section 1-09.2, with no deduction being 6
made for the weight of asphalt binder, mineral filler, or any other component of the 7
mixture. If the Contractor elects to remove and replace mix as allowed by Section 5-8
04.3(11), the material removed will not be measured. 9
10
Roadway cores will be measured per each for the number of cores taken. 11
12
Pavement repair excavation will be measured by the square yard of surface marked prior 13
to excavation. 14
15
Planing bituminous pavement will be measured by the square yard. 16
17
5-04.5 Payment 18
Payment will be made for each of the following Bid items that are included in the 19
Proposal: 20
21
“HMA Cl. ___ PG ___”, per ton. 22
23
“HMA for Approach Cl. ___ PG ___”, per ton. 24
25
“HMA for Preleveling Cl. ___ PG ___”, per ton. 26
27
“HMA for Pavement Repair Cl. ___ PG ___”, per ton. 28
29
“Commercial HMA”, per ton. 30
31
The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. 32
___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. 33
___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, 34
including anti-stripping additive, incurred to carry out the requirements of Section 5-35
04 except for those costs included in other items which are included in this 36
Subsection and which are included in the Proposal. 37
38
39
“Pavement Repair Excavation Incl. Haul”, per square yard. 40
41
The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” 42
shall be full payment for all costs incurred to perform the Work described in Section 43
5-04.3(4) with the exception, however, that all costs involved in the placement of 44
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HMA shall be included in the unit Contract price per ton for “HMA for Pavement 1
Repair Cl. ___ PG ___”, per ton. 2
3
“Asphalt for Prime Coat”, per ton. 4
5
The unit Contract price per ton for “Asphalt for Prime Coat” shall be full payment for 6
all costs incurred to obtain, provide and install the material in accordance with 7
Section 5-04.3(4). 8
9
“Prime Coat Agg.”, per cubic yard, or per ton. 10
11
The unit Contract price per cubic yard or per ton for “Prime Coat Agg.” shall be full 12
pay for furnishing, loading, and hauling aggregate to the place of deposit and 13
spreading the aggregate in the quantities required by the Engineer. 14
15
“Planing Bituminous Pavement”, per square yard. 16
17
The unit Contract price per square yard for “Planing Bituminous Pavement” shall be 18
full payment for all costs incurred to perform the Work described in Section 5-19
04.3(14). 20
21
“Job Mix Compliance Price Adjustment”, by calculation. 22
23
“Job Mix Compliance Price Adjustment” will be calculated and paid for as described 24
in Section 5-04.3(9)C6. 25
26
“Compaction Price Adjustment”, by calculation. 27
28
“Compaction Price Adjustment” will be calculated and paid for as described in 29
Section 5-04.3(10)D3. 30
31
“Roadway Core”, per each. 32
33
The Contractor’s costs for all Work associated with the coring (e.g., traffic control) 34
shall be incidental and included in the unit Bid price per each. 35
36
“Cyclic Density Price Adjustment”, by calculation. 37
38
“Cyclic Density Price Adjustment” will be calculated and paid for as described in 39
Section 5-04.3(10)B. 40
41
Division 7 42
Drainage Structures, Storm Sewers, Sanitary 43
Sewers, Water Mains, and Conduits 44
45
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7-04 Storm Sewers1
2
7-04.2 Materials 3
4
(******) 5
Section 7-04.2 is supplemented with the following: 6
7
HDPE used for storm sewer pipe shall be dual wall N-12 pipe or approved equal. 8
9
7-04.3 Construction Requirements 10
11
(******) 12
Section 7-04.3 is supplemented with the following: 13
14
Tracer wire and warning tape shall be installed above all stormwater pipe with 15
waterproof splices where necessary. Tracer wire shall be 10-gauge or thicker 16
insulated copper wire. 17
18
Warning tape shall be installed above all stormwater mains and shall be metallic 19
tape, brightly colored, 2 inch minimum width, imprinted in 1 inch letters with “Caution 20
Buried Storm Line” repeated at not less than four foot intervals. Warning tape shall 21
be installed approximately 18 inches below the finished grade. 22
23
If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the 24
Contractor shall remove and dispose of unsuitable material and backfill the trench 25
with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to 26
replace unsuitable trench backfill will be paid only on an as needed basis, and will not 27
be subject to Section 1-04.4 regarding Changes. 28
29
7-04.5 Payment 30
31
(******) 32
The payment statement for all pipes listed in the first paragraph of Section 7-04.5 is revised 33
to read: 34
35
The unit Contract price per linear foot for storm sewer pipe of the kind and size specified 36
shall be full pay for all Work to complete the installation, including potholing, tracer wire, 37
warning tape and adjustments of inverts to manholes. 38
39
40
41
7-05 Manholes, Inlets, Catch Basins, and Drywells42
43
7-05.3 Construction Requirements 44
45
(******) 46
Section 7-05.3 is supplemented with the following: 47
48
Pre-cast manhole sections to be joint shall be inspected carefully. Sections with chips or 49
cracks in the tongue or groove shall not be used. Ends shall be cleaned of all foreign 50
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material. Joints shall be made in strict accordance with the manufacturer’s 1
recommendations. 2
3
Grade rings shall be installed to conform to City of Port Orchard Standard Detail 922. Lay 4
grade rings in mortar with sides plumb and top level. Joints shall be sealed with mortar. 5
6
Construct manhole inverts in conformance with detail shown on City of Port Orchard 7
Standard Detail 922, with smooth transitions to ensure an unobstructed flow through the 8
manhole. Remove all sharp edges or rough sections which tend to obstruct flow. 9
Channeling shall be to the springline of the sewer or above. Benches shall be sloped from 10
the manhole toward the channel to prevent the accumulation of solids. 11
12
Completed manhole shall be straight, plumb, and the joints shall be watertight. All interior 13
joints shall be coated with a fast setting, quick drying mortar prior to backfill. 14
15
Prior to connecting to existing manholes, a proposed connection method shall be 16
submitted to the City Engineer for approval. 17
18
Flows shall be maintained through the manhole during construction without interruption 19
using an approved method. 20
21
Excavation shall be completely around the existing manhole to avoid unbalanced loading 22
of the manhole. All damage shall be repaired. Existing invert elevations shall be verified 23
prior to constructing the new line. 24
25
Connections to existing manholes shall be core drilled. Any discrepancies shall be 26
reported to the City Engineer. Existing manhole base shall be rechanneled after 27
connection. 28
29
30
7-05.3(4) Drop Manhole Connection 31
32
(******) 33
Section 7-05.3(4) is revised to read: 34
35
Drop manhole connections shall be constructed in accordance with the Plans. Where 36
ductile iron pipe is used for the inside drop, one length of ductile iron pipe shall be provided 37
outside the manhole. 38
39
When ductile iron pipe is used for a drop manhole connection, the fittings shall be the 40
mechanical joint type, except where flanged fittings are shown on City of Port Orchard 41
Standard Details 925-927. 42
43
Locking solid metal cover for catch basin will be measured per each. 44
45
46
7-05.5 Payment 47
48
(******) 49
The last paragraph of Section 7-05.5 is revised to read: 50
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1
The unit Contract price per each for “Drop Manhole Connection” shall be full pay for all 2
Work to furnish and install the connection of the sewer main to the sanitary sewer 3
manhole, including but not limited to, excavation, bedding, compaction, connection of 4
pipes and fittings, rechanneling existing manhole, liner installation, backfilling, and all 5
costs for covers, frames, manhole rings, flat slab tops, risers, interior pipe, fittings, and 6
appurtenances. 7
8
The price paid per drop connection is in addition to the price paid for manholes and for 9
the specified sewer pipe that is replaced with ductile iron pipe. 10
11
(******) 12
Section 7-05.5 is supplemented with the following: 13
14
“Locking Solid Metal Cover for Catch Basin”, per each. 15
16
The unit Contract price per each for “Locking Solid Metal Cover for Catch Basin” shall be 17
full pay for all costs necessary to furnish and install the locking solid metal cover. 18
19
20
7-09 Water Mains 21
22
7-09.3 Construction Requirements 23
24
(******) 25
Section 7-09.3 is supplemented with the following: 26
27
Existing water mains identified on the Drawings to be abandoned in place and filled 28
shall be filled with a pumpable, flowable cement slurry completely filling the pipe. All 29
CDF used for abandoning pipe shall meet the requirements in Section 2-09.3(1)E. 30
31
The Contractor shall submit a Pipe Abandonment Plan in accordance with Section 1-32
05.3 describing the proposed methods for filling pipes with CDF, specifically 33
addressing how the pipes will be filled in a manner that will prevent air pockets from 34
being left in the abandoned pipe. 35
36
CDF can be proportioned to be flowable, nonsegregating, or excavatable by hand or 37
machine. Desired flowability can be achieved with the following guidelines: 38
39
Low Flowability below 6-inch slump 40
Normal Flowability 6- to 8-inch slump 41
High Flowability 8-inch slump or greater 42
43
CDF shall be placed by any reasonable means into the area to be filled. CDF for pipe 44
abandonment shall be placed in a manner that ensures the complete pipe or piping 45
structure is filled and no void spaces remain. 46
47
CDF mixing and placing may be started if weather conditions are favorable, when the 48
temperature is 34 degrees F and rising. At the time of placement, CDF must have a 49
temperature of at least 40 degrees F. Mixing and placing shall stop when 50
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temperature is 38 degrees F or less and falling. Each filling stage shall be as 1
continuous an operation as is practicable. 2
3
Mechanical joint plug, cap, or blind flange shall be installed on both ends of pipe to 4
be abandoned. 5
6
Tracer wire and warning tape shall be installed above all water mains with waterproof 7
splices where necessary. Tracer wire shall be 10-gauge or thicker insulated copper 8
wire and shall be connected to all valves. Locating wire shall also connect to all 9
service lines and meters. 10
11
Warning tape shall be installed above all water mains and shall be metallic tape, blue 12
colored, 2 inch minimum width, imprinted in 1 inch letters with “Caution Buried Water 13
Line” repeated at not less than four foot intervals. Warning tape shall be installed 14
approximately 18 inches below the finished grade. 15
16
7-09.3(10) Backfilling Trenches 17
18
(******) 19
Section 7-09.3(10) is supplemented with the following: 20
21
If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the 22
Contractor shall remove and dispose of unsuitable material and backfill the trench 23
with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to 24
replace unsuitable trench backfill will be paid only on an as needed basis, and will not 25
be subject to Section 1-04.4 regarding Changes. 26
27
28
7-09.3(21) Concrete Thrust Blocking 29
30
(******) 31
Section 7-09.3(21) is supplemented with the following: 32
33
Thrust blocking shall comply with the provisions of City of Port Orchard Standard 34
Detail 803. All fittings which may come in contact with poured thrust blocks shall be 35
wrapped with 8 mil thick plastic sheet. Form thrust blocking so that bolts, joints, 36
gaskets, and flanges of adjacent joints are clear of concrete and so that bolts and 37
joints can be dismantled without removing concrete. 38
39
40
7-09.4 Measurement 41
42
(******) 43
Section 7-09.4 is supplemented with the following: 44
“Abandon Existing Water Main” will be measured by the linear foot of existing water main 45
pipe that is abandoned and filled with CDF or grout. 46
47
48
7-09.5 Payment 49
50
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(******) 1
Section 7-09.5 is supplemented with the following: 2
3
Payment will be made for the following Bid item when it is included in the Proposal: 4
5
“Abandon Existing Water Main”, per linear foot. 6
The unit Contract price per linear foot for “Abandon Existing Water Main” shall be full pay 7
for all Work required to abandon existing water mains in place, including but not limited 8
to potholing, excavation, furnishing flowable backfill, cutting, capping, complete filling 9
with approved flowable backfill of water mains to be abandoned, backfilling, compacting, 10
and any other items necessary to abandon the water main not indicated as being 11
covered under other specific bid items. 12
13
(******) 14
The payment statement for “________ Pipe for Water Main _____ In. Diam.” in Section 15
7-09.5 is revised to read: 16
17
The unit Contract price per linear foot for each size and kind of “________ Pipe for Water 18
Main _____ In. Diam.” Shall be full pay for all Work to complete the installation of the 19
water main including but not limited to, potholing, trench excavation, bedding, laying and 20
jointing pipe and fittings, tracer wire, warning tape, backfilling, concrete thrust blocking, 21
testing, disinfecting the pipeline, flushing, dichlorination of water used for flushing, and 22
cleanup. 23
24
Payment for restoration will be made under the applicable items shown in the Proposal. 25
If no pay items for restoration are included in the Proposal, restoration shall be 26
considered incidental to the Work of constructing the water main, and all costs thereof 27
shall be included in the unit Contract price Bid for “________ Pipe for Water Main _____ 28
In. Diam.” 29
30
31
7-12 Valves for Water Mains 32
33
7-12.3 Construction Requirements 34
35
Section 7-12.3 is supplemented with the following: 36
37
Valves shall be installed in strict accordance with manufacturer’s instructions and as 38
shown on the plans. Buried valves shall have all operators or valve box installed so 39
that wrenches or operators perform freely and without binding or other interference. 40
Bed and backfill buried valves according to the requirements of the pipe to which they 41
are attached. Provide concrete supports for operators where required. 42
43
Only City personnel are permitted to operate valves on the potable water side of a 44
system and at wet taps. The City will fine the Contractor for system tampering if 45
unauthorized personnel operate water system valves per Port Orchard Municipal Code 46
13.04.170 Violation. 47
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1
Adjust Valve Box 2
3
Where shown in the Plans or where directed by the Engineer, the existing valve 4
boxes shall be adjusted to the grade as staked or otherwise designated by the 5
Engineer. 6
7
Existing valve boxes shall be lowered prior to final paving then adjusted to grade 8
after final paving. 9
10
7-12.4 Measurement 11
12
Section 7-12.4 is supplemented with the following: 13
14
Adjustment of valve boxes will be per each. 15
16
7-12.5 Payment 17
18
Section 7-12.5 is supplemented with the following: 19
20
"Adjust Valve Box”, per each. 21
22
Service Connections 23
24
7-15.5 Payment 25
(******) 26
Section 7-15.5 is revised to read: 27
28
Payment will be made for the following Bid item when it is included in the Proposal: 29
30
“Service Connection ____ In. Diam.”, per each. 31
The unit Contract price per each for “Service Connection ____ In. Diam.” shall be full pay 32
for all Work to furnish and install the service connection, including but not limited to, 33
excavating, tapping the main, laying and jointing the pipe and fittings and appurtenances, 34
relocating and installing water meter boxes, backfilling, testing, flushing, disinfection of 35
the service connections, and all costs for water meter boxes, tracer wire, warning tape, 36
pipe, fittings, and appurtenances. 37
38
7-17 Sanitary Sewers 39
40
7-17.2 Materials 41
42
(******) 43
The list immediately following the first paragraph of Section 7-17.2 is supplemented with the 44
following: 45
46
High-Density Polyethylene (HDPE) 47
48
The list immediately following the fourth paragraph of Section 7-17.2 is supplemented with 49
the following: 50
51
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High-Density Polyethylene (HDPE) Pipe 9-05.23 1
2
Section 7-17.2 is supplemented with the following: 3
4
Concrete thrust blocks for sanitary sewer pressure force mains shall be commercial 5
concrete poured in place, per section 6-02.3(2)B. 6
7
Concrete thrust blocks for sanitary sewer pressure force mains shall be placed at bends, 8
tees, dead ends, and crosses. Concrete thrust blocks shall bear against solid undisturbed 9
earth at the sides and bottom of the trench. 10
11
Pipe Casing Material Requirements 12
13
High-density polyethylene (HDPE) pipe used for casing shall conform to the requirements 14
of Section 9-05.23. 15
16
Casing end seals shall be 1/4-inch (minimum) thickness, pull on style end seals fabricated 17
from EPDM synthetic rubber with stainless steel bands and clamps. End seals shall be 18
as manufactured by PSI Industries or approved equal. 19
20
Provide custom engineered skids/isolators to isolate the carrier pipe from the casing. The 21
insulator shall consist of a PVC insulating liner (90 mil minimum thickness), 12-inch wide, 22
12-gauge (minimum) steel bands with steel risers and glass reinforced plastic or ultra-23
high molecular weight runners. The skids shall be designed to properly support the pipe 24
filled with sanitary sewer. The runners shall be designed so that the carrier pipe joints 25
clear the casing by two inches. The ferrous components of the insulator and steel bands 26
shall be shop coated with a minimum of 10 mils PVC heat fusion coating. All 27
miscellaneous hardware including stud bolts, washers, and nuts shall be 316 stainless 28
steel. Skids shall center the pipe in the casing. Provide skids as manufactured by PSI 29
Industries, Cascade Manufacturing Co., or approved equal. The minimum number of 30
required skids is 3 per pipe length for the entire length of the casing. 31
32
Skids shall not be located more than one foot from each end of the casing. Skids shall be 33
a minimum of 2 inches and maximum of two feet from carrier pipe joints. 34
35
Sand used to fill the annular spaces between the casing and carrier pipes shall be clean 36
and shall be free from clay and organic material. 90-100 percent shall pass the No. 4 37
sieve with not more than 5 percent passing the No. 200 sieve. 38
39
40
7-17.3 Construction Requirements 41
42
(******) 43
Section 7-17.3 is supplemented with the following: 44
45
Tracer wire and warning tape shall be installed above all sanitary sewer force mains 46
and side sewers between mains and cleanouts at property lines with waterproof 47
splices where necessary. Tracer wire shall be 10-gauge or thicker insulated copper 48
wire. 49
50
Warning tape shall be installed above all sewer mains and side sewers and shall be 51
metallic tape, green colored, 2 inch minimum width, imprinted in 1 inch black and 52
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white letters with “Caution Buried Sewer Line” repeated at not less than four foot 1
intervals. Warning tape shall be installed approximately 18 inches below the finished 2
grade. 3
4
Caps for sewer main shall be butt fusion HDPE end caps resistant to corrosion and 5
abrasion meeting the same specifications as HDPE pipe used for sewer force main in 6
accordance with Section 9-05.23 of these specifications. A survey nail shall be 7
placed at the finished grade to indicate the end of sewer force main for future 8
connection. 9
10
Pipe casing end seals shall be secured in place with stainless steel bands and shall 11
be watertight. 12
13
If the trench soil is unsuitable for trench backfill, as determined by the Inspector, the 14
Contractor shall remove and dispose of unsuitable material and backfill the trench 15
with gravel borrow in accordance with Section 9-03.14(1). Gravel borrow used to 16
replace unsuitable trench backfill will be paid only on an as needed basis, and will not 17
be subject to Section 1-04.4 regarding Changes. 18
19
7-17.3(2) Cleaning and Testing 20
21
(******) 22
Section 7-17.3(2) is supplemented with the following: 23
24
7-17.3(2)I Sanitary Sewer Force Main Pressure Testing 25
26
Sanitary sewer force mains shall be tested with the following procedures: 27
28
1. Fill the pipeline with water after it has been laid and bleed off any trapped air. Subject 29
the lowest element in the system to a test pressure that is 1.5 times the design 30
pressure and check for leakage. When, in the opinion of the Engineer, local conditions 31
require that trenches be backfilled immediately after the pipe has been laid, apply the 32
pressure test after backfilling has been completed but not sooner than a time which 33
will allow sufficient curing of any concrete that may have been used. Typical minimum 34
concrete curing times are 36 hours for early strengths and 7 days for normal strengths. 35
2. The test procedures consist of two steps, the initial expansion and the test phase. 36
When test pressure is applied to a water filled pipe, the pipe expands. During the initial 37
expansion of the pipe under test, sufficient make-up water must be added to the 38
system at hourly intervals for 3 hours to maintain the test pressure. After about 4 39
hours, initial expansion should be complete and the actual test can begin. 40
3. When the test is to begin, the pipe is full of water and is subjected to a constant test 41
pressure of 1.5 times the system design pressure. The test phase should not exceed 42
3 hours, after which time any water deficiency must be replaced and measured. Add 43
and measure the amount of make-up water required to return to the test pressure and 44
compare this to the maximum allowance indicated below. 45
4. An alternate leakage test consists of maintaining the pressure (described above) over 46
a period of 4 hours and then dropping the pressure by 1.0 psi (0.69 MPa). If the 47
pressure then remains within 5% of the target value for 1 hour, this indicates there is 48
no leakage in the system. 49
5. Under no circumstances shall the total time under test exceed 8 hours at 1.5 times 50
the system pressure rating. If the test is not complete within this time limit (due to 51
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leakage, equipment failure, etc.), the test section shall be permitted to “relax” for 8 1
hours prior to the next test sequence. 2
6. Air testing is not recommended. Additional safety precautions may be required. 3
Reference procedure is from PPI Technical Report TR-31 by the Plastic Pipe 4
Institute). 5
7. Allowance for expansion under test pressure for 10” HDPE (for additional pipe sizes, 6
see City of Port Orchard Public Works Engineering Standards and Specifications 7
Chapter 9): 8
a. 1 hour – 0.75 US GALS/100 ft of pipe 9
b. 2 hours – 1.30 US GALS/100 ft of pipe 10
c. 3 hours – 2.10 US GALS/100 ft of pipe 11
12
13
7-17.5 Payment 14
15
(******) 16
The list immediately following the first paragraph of Section 7-17.5 is supplemented with the 17
following: 18
19
"High-Density Polyethylene (HDPE) Pipe ___ In. Diam.”, per linear foot. 20
“High-Density Polyethylene (HDPE) Casing Pipe ___ In. Diam.”, per linear foot. 21
22
The payment statement for all pipes listed in the first paragraph of Section 7-17.5 is revised 23
to read: 24
25
The unit Contract price per linear foot for sewer pipe of the kind and size specified shall 26
be full pay for potholing, furnishing, hauling, and assembling in place the completed 27
installation including all wyes, tees, special fittings, joint materials, caps, concrete thrust 28
blocking, casing fill sand, casing spacers, tracer wire, warning tape, bedding and backfill 29
material, and adjustment of inverts to manholes for the completion of the installation to 30
the required lines and grades. 31
32
7-19 Sewer Cleanouts 33
34
7-19.3 Construction Requirements 35
36
(******) 37
Section 7-19.3 is supplemented with the following: 38
39
In non-pedestrian and unpaved areas, cleanouts shall be brought to finished grade 40
and provided with PVC weld-on fittings that form a female threaded opening and a 41
male threaded plug to be used to seal the cleanout. A fiberglass cleanout box shall be 42
brought to finished grade as shown on City of Port Orchard Standard Detail 960. 43
44
7-19.5 Payment 45
46
(******) 47
Section 7-19.5 is revised to read: 48
49
Payment will be made for the following Bid item when it is included in the Proposal: 50
51
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“Sewer Cleanout”, per each. 1
The unit Contract price per each for cleanouts shall be full pay for furnishing and 2
placing the wye, pipe, pipe bends, pipe plug, castings, and collar as specified herein 3
and as shown on the City of Port Orchard Public Works Standards and Specifications. 4
5
6
Division 8 7
Miscellaneous Construction 8
9
8-01 Erosion Control and Water Pollution Control 10
11
8-01.3 Construction Requirements 12
13
8-01.3(1) General 14
15
8-01.3(1)B Erosion and Sediment Control (ESC) Lead 16
17
Item number 3 and 4 in the second paragraph of Section 8-01.3(1)B are revised to 18
read: 19
20
(October 3, 2022) 21
3. Submit to the Engineer no later than the end of the next working day 22
following the inspection a TESC Inspection Report that includes: 23
24
a. When, where, and how BMPs were installed, maintained, modified, and 25
removed. 26
27
b. Observations of BMP effectiveness and proper placement. 28
29
c. Recommendations for improving future BMP performance with 30
upgraded or replacement BMPs when inspections reveal TESC BMP 31
deficiencies. 32
33
d. Identify for each discharge point location whether there is compliance 34
with state water quality standards in WAC 173-201A for turbidity and 35
pH. 36
37
8-02 Roadside Restoration 38
39
8-02.2 Materials 40
41
9-14 Erosion Control and Roadside Planting 42
43
9-14.2 Topsoil 44
45
9-14.2(1) Topsoil Type A 46
Section 9-14.2(1) is supplemented with the following: 47
48
(February 25, 2021) 49
Topsoil Type A shall meet the following requirements: 50
51
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1. Cation exchange capacity (CEC) of Topsoil Type A shall be a 1
minimum of 5 milliequivalents CEC/100 g dry soil (U.S. EPA 2
Method 9081). 3
4
2. Organic content greater than 8-percent but less than 15-percent 5
as measured on a dry weight basis using AASHTO T 267 6
Determination of Organic Content in Soils by Loss on Ignition. 7
8
Topsoil Type A shall be 60-percent to 70-percent *** sandy *** Loam and 9
40-percent to 30-percent *** coarse *** Compost by volume. *** Sandy *** 10
Loam shall be as defined by the US Department of Agriculture Soil 11
Classification System. 12
13
The Contractor shall submit a Particle Size Analysis as a Type 1 Working 14
Drawing from an independent accredited soils testing laboratory indicating 15
the Material source and compliance with all Topsoil Type A specifications. 16
The laboratory analysis shall be with a sample size of no less than 2 pounds. 17
18
The *** coarse *** Compost shall conform to the requirements of Section 9-19
14.5(8). 20
21
8-02.3 Construction Requirements 22
23
Section 8-02.3 is supplemented with the following: 24
25
8-02.3(4) Topsoil 26
27
8-02.3(4)A Topsoil Type A 28
29
Section 8-02.3(4)A is supplemented with the following: 30
31
(August 3, 2015) 32
Topsoil Type A shall be placed to a non-compacted depth of *** 8 *** inches. The 33
topsoil shall be thoroughly blended prior to placement. 34
35
The Contractor shall submit a Type 1 Working Drawing consisting of 36
independent test results from an accredited laboratory demonstrating the Topsoil 37
Type A meets the requirements of Section 9-14.1(1). The Type 1 Working 38
Drawing shall also include the Request for Approval of Material in accordance 39
with Section 1-06.1(2). 40
41
8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation 42
43
Section 8-02.3(5) is supplemented with the following: 44
45
(August 5, 2013) 46
After initial area weed control, grading, and soil placement are completed, all soil 47
shall be covered with compost. 48
49
Prior to the placement and incorporation of compost, the application and 50
incorporation methods shall be approved by the Engineer. 51
52
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Compost shall not be placed when a condition exists, such as frozen or water 1
saturated soil that may be detrimental to successful application, incorporation, or soil 2
structure. 3
4
The Contractor shall notify the Engineer a minimum of five working days prior to the 5
start of compost work. 6
7
Compost shall be uniformly and evenly placed in all designated areas at a depth of 8
*** 2 *** inches. 9
10
After placement of the compost, the Contractor shall incorporate the layer uniformly 11
into the existing soil to a depth of *** 4 *** inches. 12
13
8-02.3(6) Mulch and Amendments 14
15
8-02.3(6)B Fertilizers 16
17
Section 8-02.3(6)B is supplemented with the following: 18
19
(September 3, 2019) 20
Fertilizer shall be a commercially prepared mix of 10-20-20 and shall be applied 21
at the rate of 10 pounds per 1000 square feet. 22
23
8-02.3(9) Seeding, Fertilizing, and Mulching 24
25
8-02.3(9)B Seeding and Fertilizing 26
27
Section 8-02.3(9)B is supplemented with the following: 28
29
(******) 30
Grass seed shall be a commercially prepared mix, made up of low growing 31
species which will grow without irrigation at the project location, and accepted 32
by the Engineer. 33
34
Seed of the following mix, rate, and analysis shall be applied at the rates shown 35
below on all areas requiring *** seeding and fertilizing *** within the project: 36
37
Seed by Common Name, 38
(Botanical Name), and 39
“Source Identification” Percent of Mix (by weight): 40
41
*** Kentucky Bluegrass 30 42
43
Creeping Red Fescue 20 44
45
Perennial Ryegrass 50 46
47
Total 100 48
49
Application rate: 8-10 lbs/1000 sf 50
Purity: Not less than 98 percent 51
Germination: Not less than 90 percent *** 52
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1
Seed shall meet or exceed Washington State Department of Agriculture Certified 2
Seed Standards and be from within the *** Marine West Coast Forest and Strait 3
of Georgia/Puget Lowland *** Ecoregion(s) as defined by the US Environmental 4
Protection Agency (EPA). 5
6
The seed certification class shall be Certified (blue tag) in accordance with WAC 7
16-302 and meet the following requirements: 8
9
Prohibited Weed 0% max. 10
Noxious Weed 0% max. 11
Other Weed 0.20% max. 12
Other Crop 0.40% max. 13
14
Seed mix shall include at least two pollinator species. Seed shall be spread by 15
hydroseed/mulch methods. Hydroseeding shall include first application with 16
seed and 10% mulch fiber; second application with no seed and 90% mulch 17
fiber. Wood Cellulose Fiber Mulch shall be in accordance with Section 9-18
14.5(2). Tackifier shall be in accordance with Section 9-14.5(7). 19
20
8-02.3(11) Mulch 21
22
Section 8-02.3(11) is supplemented with the following: 23
24
(April 2, 2012) 25
Bark mulch or wood chip mulch shall be placed to a uniform non-compacted depth 26
of *** 2 inches *** over all planting areas. 27
28
Bark or wood chip mulch shall not be placed in areas of standing or flowing water. 29
30
8-12 Chain Link Fence and Wire Fence 31
32
8-12.2 Materials 33
34
Section 8-12.2 is supplemented with the following: 35
36
(******) 37
Coated Chain Link Fence 38
Chain link fence fabric shall be hot-dip galvanized with a minimum of 0.8 ounce per square 39
foot of surface area. 40
41
Fencing materials shall be coated with an ultraviolet-insensitive plastic or other inert 42
material at least 2 mils in thickness. Any pretreatment or coating shall be applied in 43
accordance with the manufacturer's written instructions. The Contractor shall provide the 44
Engineer with the manufacturer's written specifications detailing the product and method 45
of fabrication. The color coating shall be black or as approved by the Engineer. 46
47
Samples of the coated fencing materials shall have received the Engineer’s acceptance 48
prior to installation on the project. 49
50
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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The Contractor shall supply the Engineer with 10 aerosol spray cans containing a 1
minimum of 14 ounces each of paint of the color specified above. The touch-up paint 2
shall be compatible with the coating system used. 3
4
8-12.5 Payment 5
6
Section 8-12.5 is supplemented with the following: 7
8
(April 1, 2002) 9
“Coated Chain Link Fence Type ___”, per linear foot. 10
Payment for clearing of fence line for “Coated Chain Link Fence Type ___” shall be in 11
accordance with Section 2-01.5. 12
“Coated End, Gate, Corner, Pull Post for Chain Link Fence”, per each. 13
“Double 14 Ft. Coated Chain Link Gate”, per each. 14
“Double 20 Ft. Coated Chain Link Gate”, per each. 15
“Single 6 Ft. Coated Chain Link Gate”, per each. 16
17
8-14 Cement Concrete Sidewalks 18
19
8-14.3 Construction Requirements 20
21
Section 8-14.3 is supplemented with the following: 22
23
(January 7, 2019) 24
Timing Restrictions 25
Curb ramps shall be constructed on one leg of the intersection at a time. The curb ramps 26
shall be completed and open to traffic within five calendar days before construction can 27
begin on another leg of the intersection unless otherwise allowed by the Engineer. 28
29
Unless otherwise allowed by the Engineer, the five calendar day time restriction begins 30
when an existing curb ramp for the quadrant or traffic island/median is closed to 31
pedestrian use and ends when the quadrant or traffic island/median is fully functional and 32
open for pedestrian access. 33
34
(January 7, 2019) 35
Layout and Conformance to Grades 36
Using the information provided in the Contract documents, the Contractor shall lay out, 37
grade, and form each new curb ramp, sidewalk, and curb and gutter. 38
39
8-14.5 Payment 40
41
Section 8-14.5 is supplemented with the following: 42
43
(******) 44
Payment for all costs incurred for Work necessary to restore existing irrigation services 45
impacted by construction of the bid items “Cement Conc. Sidewalk” and “Cement Conc. 46
Curb Ramp Type ___” shall be included in the cost of those bid items. Irrigation system 47
restoration shall conform to the requirements in Section 8-03. 48
49
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8-20 Illumination, Traffic Signal Systems, Intelligent Transportation Systems, 1
and Electrical 2
3
8-20.2 Materials 4
5
9-29.6 Light And Signal Standards 6
Section 9-29.6 is supplemented with the following: 7
8
(June 6, 2023) 9
Traffic Signal Standards 10
Traffic signal standards shall be furnished and installed in accordance with the 11
methods and materials noted in the applicable Standard Plans, pre-approved plans, 12
or special design plans. 13
14
All welds shall comply with the latest AASHTO Standard Specifications for Structural 15
Supports for Highway Signs, Luminaires and Traffic Signals. Welding inspection 16
shall comply with Section 6-03.3(25)A Welding Inspection. 17
18
Hardened washers shall be used with all signal arm connecting bolts instead of 19
lockwashers. All signal arm ASTM F 3125 Grade A325 connecting bolts tightening 20
shall comply with Section 6-03.3(33). 21
22
Traffic signal standard types, applicable characteristics, and foundation types are as 23
follows: 24
25
Type PPB 26
Pedestrian push button posts shall conform to Standard Plan J-20.10 or to one 27
of the following pre-approved plans: 28
29
Fabricator Pre-Approved Drawing No.
Valmont Ind.,
Inc. DB01165 Rev. B (4 sheets)
Ameron Pole
Products
Division
WA15TR10-1 Rev. C (1 sheet) and
WA15TR10-3 Rev. B (1 sheet)
Millerbernd
Manufacturing,
Co.
74514-WA-PED-PPB Rev J (2 sheets)
30
Foundations shall be as noted in Standard Plan J-20.10 31
32
Type PS, Type I, Type RM, and Type FB 33
Type PS pedestrian signal standards, Type I vehicle signal standards, Type RM 34
ramp meter signal standards, and Type FB flashing beacon standards shall 35
conform to Standard Plan J-20.16, J-21.15, J-21.16, and J-22.15 respectively, 36
or to one of the following pre-approved plans: 37
38
Fabricator Pre-Approved Drawing No.
Valmont Ind.,
Inc. DB01165 Rev. B (4 sheets)
Page 154 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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Ameron Pole
Products
Division
WA15TR10-1 Rev. C (1 sheet) and
WA15TR10-2 Rev. C (1 sheet)
Millerbernd
Manufacturing,
Co.
74514-WA-PED-FB Rev. H (2 sheets)
Millerbernd
Manufacturing
Co.
74514-WA-PED-SB Rev. H (2 sheets)
1
Foundations shall be as noted in Standard Plan J-21.10. 2
3
Type II 4
Type II signal standards are single mast arm signal standards with no luminaire 5
arm or extension. Type II standards shall conform to one of the following pre-6
approved plans. Maximum arm length (in feet) and wind load (XYZ value, in 7
cubic feet) is noted for each manufacturer. 8
9
Fabricator Pre-Approved
Drawing No.
Max. Arm
Length (ft)
Max. Wind
Load
(XYZ) (ft3)
Valmont Ind.,
Inc.
DB01162 Rev. B (5
sheets) 65 3206
Ameron Pole
Products
Division
WA15TR3724-1
Rev. C
(sheet 1 of 2), and
WA15TR3724-2
Rev. D
(sheet 2 of 2)
65 2935
Millerbernd
Manufacturing,
Co.
74516-WA-TS-II
Rev. L (4 sheets) 65 3697
10
Foundations shall be as noted in the Plans and Standard Plan J-26.10. Type II 11
signal standards with two mast arms installed 90 degrees apart may use these 12
pre-approved drawings. Standards with two arms at any other angle are Type 13
SD and require special design. 14
15
Type III 16
Type III signal standards are single mast arm signal standards with one Type 1 17
(radial davit type) luminaire arm. The luminaire arm has a maximum length of 18
16 feet and a mounting height of 30, 35, 40, or 50 feet, as noted in the Plans. 19
Type III standards shall conform to one of the following pre-approved plans. 20
Maximum arm length (in feet) and wind load (XYZ value, in cubic feet) is noted 21
for each manufacturer. Wind load limit includes a luminaire arm up to 16 feet in 22
length. 23
24
Fabricator Pre-Approved Drawing
No.
Max.
Arm
Length
(ft)
Max. Wind
Load
(XYZ) (ft3)
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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Valmont Ind.,
Inc.
DB00162 Rev. B (5 sheets),
with Type “J” luminaire arm 65 3259
Ameron Pole
Products
Division
WA15TR3724-1 Rev. C
(sheet 1 of 2), and
WA15TR3724-2 Rev. D
(sheet 2 of 2),
with Series “J” luminaire
arm
65 2988
Millerbernd
Manufacturing,
Co.
74516-WA-TS-III-J Rev. L
(5 sheets) 65 3750
1
Foundations shall be as noted in the Plans and Standard Plan J-26.10. Type III 2
signal standards with two mast arms installed 90 degrees apart may use these 3
pre-approved drawings. Standards with two arms at any other angle are Type 4
SD and require special design. 5
6
Type IV 7
Type IV strain pole standards shall be consistent with the Plans and Standard 8
Plan J-27.15 or one of the following pre-approved plans: 9
10
Fabricator Pre-Approved Drawing No.
Valmont Ind.,
Inc. DB01167 Rev. B (2 sheets)
Ameron Pole
Products
Division
WA15TR15 Rev. A (2 sheets)
Millerbernd
Manufacturing,
Co.
74554-WA-SP-IV Rev. H (2 sheets)
11
Foundations shall be as noted in the Plans and Standard Plan J-27.10. 12
13
Type V 14
Type V strain poles are combination strain pole and light standards, with Type 1 15
(radial davit type) luminaire arms. Luminaire rams may be up to 16 feet in length, 16
and a mounting height of 40 or 50 feet, as noted in the Plans. Type V strain poles 17
shall be consistent with the Plans and Standard Plan J-27.15 or one of the 18
following pre-approved plans: 19
20
Fabricator Pre-Approved Drawing No.
Valmont Ind.,
Inc. DB01167 Rev. B (2 sheets),
Ameron Pole
Products
Division
WA15TR15 Rev. A (2 sheets)
Millerbernd
Manufacturing,
Co.
74554-WA-SP-V Rev. J (3 sheets)
21
Foundations shall be as noted in the Plans and Standard Plan J-27.10. 22
23
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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Type CCTV 1
Type CCTV camera pole standards shall conform to Standard Plan J-29.15 or 2
to one of the following pre-approved plans: 3
4
Fabricator Pre-Approved Drawing No.
Valmont Ind.,
Inc. DB01166 Rev. C (4 sheets)
Ameron Pole
Products
Division
WA15CCTV01 Rev. B (2 sheets)
Millerbernd
Manufacturing,
Co.
74577-WA-LC1 Rev. H (2 sheets)
Millerbernd
Manufacturing,
Co.
74577-WA-LC2 Rev. H (2 sheets)
Millerbernd
Manufacturing,
Co.
74577-WA-LC3 Rev. H (3 sheets)
5
Foundations shall be as noted in the Plans and Standard Plan J-29.10. 6
7
Type SD 8
Type SD signal standards are outside the basic requirements of any pre-defined 9
signal standard and require special design. All special design shall be based on 10
the latest AASHTO Standard Specifications for Structural Supports for Highway 11
Signs, Luminaires and Traffic Signals and pre-approved plans and as follows: 12
13
1. A 115 mph wind loading shall be used. 14
15
2. The Mean Recurrence Interval shall be 1700 years. 16
17
3. Fatigue category shall be III. 18
19
Complete calculations for structural design, including anchor bolt details, shall 20
be prepared by a Professional Engineer, licensed under Title 18 RCW, State of 21
Washington, in the branch of Civil or Structural Engineering or by an individual 22
holding valid registration in another state as a civil or structural Engineer. 23
24
All shop drawings and the cover page of all calculation submittals shall carry the 25
Professional Engineer's original signature, date of signature, original seal, 26
registration number, and date of expiration. The cover page shall include the 27
contract number, contract title, and sequential index to calculation page 28
numbers. Two copies of the associated design calculations shall be submitted 29
for approval along with shop drawings. 30
31
Details for handholes and luminaire arm connections are available from the 32
Bridges and Structures Office. 33
34
Foundations for Type SD standards shall be as noted in the Plans. 35
36
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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9-29.15 Flashing Beacon Control 1
Section 9-29.15 is supplemented with the following: 2
3
(January 7, 2019) 4
Rapid Flashing Beacons 5
Rapid Flashing Beacon (RFB) indications shall comply with the dimensional, 6
operational, and flash pattern requirements of Federal Highway Administration 7
(FHWA) Interim Approval 21 (IA-21, Conditions 4, 5, and 6, excluding Condition 5f; 8
https://mutcd.fhwa.dot.gov/resources/interim_approval/ia21/index.htm). RFB 9
systems shall be capable of providing, at a minimum, the following two-channel 10
flashing patterns: 11
12
1. NEMA Standard 50-50: 13
14
• Channel one is ON and channel two is OFF for 0.5 seconds. 15
16
• Channel one is OFF and channel two is ON for 0.5 seconds. 17
18
(Cycle repeats; the total flashing pattern cycle length is 1.00 second.) 19
20
2. RFB “WW+S” Pattern (IA-21 Condition 5b): 21
22
• Channel one is ON and channel two is OFF for 0.05 seconds. 23
24
• Both channels are OFF for 0.05 seconds. 25
26
• Channel one is OFF and channel two is ON for 0.05 seconds. 27
28
• Both channels are OFF for 0.05 seconds. 29
30
• Channel one is ON and channel two is OFF for 0.05 seconds. 31
32
• Both channels are OFF for 0.05 seconds. 33
34
• Channel one is OFF and channel two is ON for 0.05 seconds. 35
36
• Both channels are OFF for 0.05 seconds. 37
38
• Both channels are ON for 0.05 seconds. 39
40
• Both channels are OFF for 0.05 seconds. 41
42
• Both channels are ON for 0.05 seconds. 43
44
• Both channels are OFF for 0.25 seconds. 45
46
(Cycle repeats; the total flashing pattern cycle length is 0.80 seconds.) 47
48
The flashing pattern shall be user-selectable in the field. 49
50
RFB system pushbuttons shall include a locator tone, but shall not include tactile 51
arrows, speech messages, or vibrotactile indications. RFB system pushbuttons may 52
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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include speech message and vibrotactile functionality, provided these features can 1
be deactivated. RFB system pushbuttons shall use a 9” x 12” R10-25 sign. The R10-2
25 sign may include integral yellow warning lights. 3
4
(******) 5
RRFB system shall be Carmanah solar RRFB SC315-G Cabinet-Based Rectangular 6
Rapid Flashing Beacon or approved equal. Solar panel and batteries shall be sized 7
per manufacturer’s recommendations. 8
9
8-21 Permanent Signing 10
11
8-21.2 Materials 12
13
9-06.16 Roadside Sign Structures 14
Section 9-06.16 is supplemented with the following: 15
16
(January 3, 2011) 17
Perforated Steel Square Sign Post System 18
Where noted in the Plans, steel sign post systems shall be square, pre-punched 19
galvanized steel tubing, that are NCHRP 350 Test Level 3 Certified and FHWA 20
approved. The steel sign post system shall include all anchor sleeves, and other 21
hardware required for a complete sign installation. 22
23
System Acceptance 24
Systems listed in the current QPL will be accepted per the QPL approval code. 25
Systems not listed in the QPL will be accepted based on a Supplier’s Certificate of 26
Compliance. The Supplier’s Certificate of Compliance will be a contract specific letter 27
from the supplier stating the system is NCHRP 350 Test Level 3 compliant. 28
29
9-28.12 Reflective Sheeting 30
Section 9-28.12 is revised to read: 31
32
(February 6, 2023) 33
Reflective sheeting material shall conform to ASTM D4956 – Standard Specification 34
for Retroreflective Sheeting for Traffic Control. The following standard reflective 35
sheeting types have been modified to reflect Contracting Agency requirements: 36
37
Device Type Use Sheeting
Color
Allowable
Sheeting
Types
Permanent Signs
Permanent Signing All All IV1
Object Markers All All IV
Temporary Construction
Signing
Warning Signs All Fluorescent
Orange
VIII, IX, X2,
XI
Regulatory Signs All White IV
Regulatory Signs Rural White II3, IV
Regulatory Signs Urban/Rural White III3, IV
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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Regulatory Signs All Red III, IV
Regulatory Signs All Green II, IV
Regulatory Letters, Border
or Symbols
Green III3, IV3
Temporary Construction
Signs
All All Other
Background
Colors
III3, IV
Other Devices
Barricades All White or
Orange
III3, IV
Barrier Delineators All White or
Yellow
III, IV, V, XI
Bollards All All IV
Flexible Guidepost All All III, IV, V
Pedestrian Channelization
Devices
All White or
Orange
III3, IV
Signal Backplates Portable
Signals
IV
Signal Backplates Permanent
Signals
See Section
9-29.16
Tall Channelization Devices
42-inch
All Fluorescent
Orange/White
III4, IV4, VIII,
IX, XI4
Traffic Cones
28- and 36-inch
All White or
Higher White
III3, IV
Traffic Safety Drums All Fluorescent
Orange/White
III4, IV4, VIII,
IX, XI4
Transportable Attenuators All Yellow and
Black
Chevron
III3, IV
Transportable Attenuators All White and
Red Chevron
IV
Tubular Markers (portable or
pavement mounted)
All White or
Yellow
III3, IV
Utilities attached to Bridges All I, See
Section 6-
01.10
1
Notes: 2
3
1. Except S Series signs with fluorescent yellow green sheeting shall use 4
Type XI and Overhead Warning Signs and overhead exit only panels 5
with fluorescent yellow shall use Type IV or XI. 6
7
2. Former Type X, not shown in ASTM D4956, however meets 8
requirements of Types VII, IX and XI. 9
10
3. Only devices in inventory may be used, new fabrication shall use Type 11
IV. 12
13
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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4. Type III and Type IV orange and white sheeting may be still used 1
through December 31, 2026.2
3
9-28.14 Sign Support Structures4
Section 9-28.14 is supplemented with the following:5
6
(September 8, 2020) 7
Manufacturers for Steel Roadside Sign Supports 8
The Standard Plans lists several steel sign support types. These supports are 9
patented devices and many are sole-source. All of the sign support types listed below 10
are acceptable when shown in the Plans. 11
12
Steel Sign Support Type Manufacturer 13
Type TP-A & TP-B Transpo Industries, Inc. 14
15
Type PL, PL-T & PL-U Northwest Pipe Co. 16
17
Type AS Transpo Industries, Inc. 18
19
Type AP Transpo Industries, Inc. 20
21
Type ST 1, ST 2, ST 3, & ST 4 Ultimate Highway Solutions, Inc., 22
Allied Tube & Conduit Corp. (Mechanical 23
Division), 24
Trinity Highway Products, LLC. 25
26
Type SB-1, SB-2, & SB-3 Ultimate Highway Solutions, Inc., 27
Xcessories Squared Development and 28
Manufacturing Incorporated, 29
Trinity Highway Products, LLC. 30
31
8-24 Rock and Gravity Block Wall and Gabion Cribbing32
33
8-24.2 Materials 34
35
(******) 36
Section 8-24.2 is supplemented with the following: 37
38
Rockery caps will be required on all rockeries higher than four (4) feet in the public 39
right-of-way. The cement concrete cap shall be a minimum of two (2) inches thick. 40
Concrete for Rockery Cap shall be Class 3000 or Commercial. Lamp black coloring 41
agent to match the color of the rockery shall be added to the cement concrete during 42
mixing in an amount not to exceed 1.5 pounds per cubic yard of concrete. Where a 43
pedestrian handrail or chain link fence is required, the rockery cap shall be deepened 44
to a minimum of twelve (12) inches for a section six (6) inches either side of each 45
pipe sleeve. Dummy joints shall be constructed at twelve (12) foot intervals. The 46
depth of the dummy joint shall be one-third the depth of the cap. 47
48
49
8-24.3 Construction Requirements 50
51
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8-24.3(1) Rock Wall 1
2
8-24.3(1)B Excavation 3
4
(******) 5
Section 8-24.3(1)B is supplemented with the following: 6
7
The Contractor is wholly responsible to ensure the safety of the workers when 8
excavating the temporary backwall. The Contractor shall be responsible for 9
determining shoring needs and requirements to complete the work. In addition, the 10
Contractor shall ensure that temporary excavations are not left open for extended 11
periods of time and shall not be left open over weekends and holidays. 12
13
14
8-24.3(1)C Foundation Preparation 15
16
(******) 17
Section 8-24.3(1)C is supplemented with the following: 18
19
The keyway shall be comprised of a shallow trench (18-inches minimum depth and 20
12-inches wide) extending the full length of the wall and as wide as the wall units 21
and the drain rock layer. The keyway shall be slightly inclined back towards the 22
face being protected. Areas of soft subgrade shall be over-excavated and replaced 23
with compacted structural fill. A four-inch diameter perforated or slotted high-24
density polyethylene (HDPE), smooth interior pipe shall be placed in the trench. It 25
shall be bedded on and surrounded by free-draining, 2-inches to 4-inches crushed 26
rock with 5% fines. This stormwater conveyance pipe shall be installed with 27
sufficient slope to initiate positive drainage and the outfall connected by a solid wall 28
tightline with positive drainage to the nearest catch basin. This connection to the 29
catch basin shall be incidental to the cost of this item and shall be as approved by 30
the Engineer. 31
32
33
8-24.3(1)E Rock Placement and Backfill 34
35
(******) 36
Section 8-24.3(1)E is revised to read: 37
38
Rocks shall be placed so there are no continuous joint planes in either the vertical 39
or lateral direction. 40
41
The first course of rock shall be placed on firm, unyielding soil or onto a layer of 42
compacted crushed rock. There shall be full contact between the rock and the soil 43
or crushed rock surface, which may require shaping of the ground surface or 44
slamming or dropping the rocks into place so that the soil foundation conforms to 45
the rock face bearing on it. The bottom of the first course of rock shall be a 46
minimum of eighteen (18) inches below the lowest adjacent site grade. 47
48
Where possible, rocks shall be placed so that the rock shall bear on at least two 49
rocks below it. Rocks shall be oriented so that flat surface contact points between 50
adjacent rocks are maximized. Point-to-point contact between adjacent rocks shall be 51
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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minimized. Each rock in a course shall be arranged so that the natural irregularities in 1
the rocks key the rocks together and so that the courses are keyed together. 2
3
Rocks shall increase in size from the top of the wall to the bottom at a uniform rate. 4
The minimum rock sizes, as referenced from the top of the wall, shall be as follows: 5
6
Depth From Top of Wall (feet) Minimum Rock Size at Depth From Top
of Wall
6 Three Man
9 Four Man
12 Five Man
7
Rocks at the top of the wall shall be Two Man or larger. 8
9
Because of the shape of rocks used to construct a rockery, it is virtually impossible to 10
avoid creating void spaces between individual rocks. Voids should be minimized for 11
long-term stability. Where voids of greater than six inches in dimension exist in the 12
face of a rockery, they shall be visually examined to determine if contact between the 13
rocks exists within the thickness of the rock wall. If there is no rock contact within the 14
rock wall thickness, the void shall be chinked with a smaller piece of rock from inside 15
the wall so that they are keyed between the rocks or the rocks with the void shall be 16
replaced so that the voids are less than 6-inches. Where gaps are larger than 6-17
inches, the Engineer reserves the right to have the Contractor replace the rocks at no 18
additional cost to the Contracting Agency. 19
20
Because of the potential for the chinking rock to fall out with subsequent loss of drain 21
rock or soil behind the rockery wall, the void must be chinked from the inside of the 22
wall if possible. In this way the lateral pressure will force the chink rock into the void. 23
However, if it is impracticable to chink the voids from the inside face and the 24
Contractor elects to chink the void from the outside face and as approved by the 25
Engineer, the chinking rocks should be hammered in to ensure a tight fit. If this action 26
damages the adjacent rocks, those rocks shall be replaced at no additional cost to 27
the Contracting Agency. Chinking rocks must be of the same quality as that for the 28
large rocks. 29
30
Nonwoven geotextile filter fabric meeting the requirements of Section 9-33.2(2) shall 31
be placed between the backfill for rock wall and the remaining surrounding soil 32
surfaces with seams in the geotextile overlapped a minimum of 2 feet. Geotextile 33
fabric shall be placed such that it fully separates the drainage material and the 34
backfill, and shall be extended over the top of the drainage zone. 35
36
Backfill for the rock wall shall be placed behind each course in 12-inch lifts and 37
tamped to provide a stable condition prior to placing rocks for the next successive 38
course. A rock drainage filter shall be installed between the rear face of the rock wall 39
and the soil face being protected. This drain rock layer shall be at least twelve (12) 40
inches thick. For rock walls eight (8) feet in height or higher, it shall be at least 41
eighteen (18) inches thick. The material for the drainage filter shall conform to the 42
requirements of Section 9-13.7(2). 43
44
45
8-24.5 Payment 46
47
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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(******) 1
The bid item for “Rock for Rock Wall” in Section 8-24.5 is revised to read: 2
3
"Rock for Rock Wall”, per ton. 4
5
The unit Contract price per ton for “Rock for Rock Wall” shall also include furnishing and 6
installing chinking materials, furnishing, placement, and compaction of wall drain bedding 7
necessary for the keyway trench, furnishing and placement of the perforated drain pipe 8
for the length of the wall, furnishing and placement of geotextile for separation, and 9
furnishing, placement, and connection of pipe to the nearest catch basin. 10
11
12
Division 9 13
Materials 14
15
9-05 Drainage Structures and Culverts 16
17
9-05.12 Polyvinyl Chloride (PVC) Pipe 18
19
9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Sewer 20
Pipe, and Solid Wall PVC Sanitary Sewer Pipe 21
22
(******) 23
Section 9-05.12(1) is revised to read: 24
25
Solid wall PVC culvert pipe, solid wall PVC storm sewer pipe, and solid wall PVC 26
sanitary sewer pipe and fittings shall be solid wall construction and shall conform to the 27
following requirements: 28
29
For pipe sizes up to 15 inches: ASTM D3034 SDR 35 30
31
For pipe sizes from 18 to 48 inches: ASTM F679 using a minimum pipe stiffness of 46 32
psi in accordance with Table 1. 33
34
Pipe used in sewer installations shall be colored green for in-ground identification as 35
sewer pipe. 36
37
Pipe shall be suitable for use as a gravity sewer conduit. Provisions must be made for 38
contraction and expansion at each joint with a rubber ring. Joints shall conform to ASTM 39
D3212 using elastomeric gaskets conforming to ASTM F477. The bell shall consist of 40
an integral wall section with a solid cross-section rubber ring, factory assembled, 41
securely locked in place to prevent displacement during assembly. 42
43
All fittings and accessories shall be as manufactured by the pipe supplier or approved 44
equal and have bell and/or spigot configurations compatible with that of the pipe. 45
46
Provide factory molded wye fittings with elastomeric gasketed bell end joints. Tapped 47
and solvent welded fittings or fittings strapped to the main sewer are not acceptable. 48
Side sewers shall be connected to the main by means of a wye. A gasketed cap or plug 49
shall be furnished with each wye. The plug or cap shall be banded or otherwise secured 50
to withstand the test pressures to which it will be subjected without leakage. 51
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
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1
2
9-05.13 Ductile Iron Sewer Pipe 3
4
(******) 5
Section 9-05.13 is revised to read: 6
7
Ductile iron pipe shall not be used for a pressure sewer system. Pipe shall be 8
centrifugally cast ductile iron, conforming to AWWA C151. Minimum thickness class 9
shall be as determined in accordance with AWWA C150 but in no case less than 10
Class 52. 11
12
Fittings shall be cast iron or ductile iron conforming to the requirements of AWWA 13
C110 or AWWA C153 and rated for not less than 250 psi working pressure. 14
15
Joints shall be push-on or mechanical joint conforming to AWWA C111. Bolts for 16
mechanical joints shall be ductile iron or Corten tee head bolts. 17
18
Gaskets for mechanical or push-on joints shall be sewage and grease resistant 19
rubber (nitrile or neoprene), conforming to AWWA C111. 20
21
One of the following lining systems shall be used for corrosion resistance: 22
23
1. 40 mil DFT nominal ceramic epoxy lining. 24
2. 40 mil DFT nominal polyurethane lining. 25
3. 30 mil DFT electrostatically applied fusion bonded polymer alloy coating. 26
27
U.S. Pipe or Pacific States pipe and fittings, or approved equal shall be used. 28
29
Tracer wire shall be installed on all force mains and shall be copper wire, No. 10. 30
Waterproof splices shall be used where necessary. 31
32
Polyethylene film underground warning tape with metal core shall be placed. Tape for 33
sanitary sewer shall be green with black and white lettering reading “CAUTION 34
SEWER LINE BURIED BELOW”. 35
36
37
9-05.15 Metal Castings 38
39
9-05.15(1) Manhole Ring and Cover 40
41
(******) 42
Section 9-05.15(1) is revised to read: 43
44
Manhole frames and covers shall be ductile iron and shall have the word “SEWER” in 3-45
inch raised letters. Ring and cover shall be Rexus or East Jordan Iron Works hinged 46
manhole frame and lid. 47
48
49
9-05.23 High-Density Polyethylene (HDPE) Pipe 50
51
Page 165 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 95
(******) 1
Section 9-05.23 is supplemented with the following: 2
3
High-density polyethylene pipe for use as sanitary sewer pressure conduit shall 4
conform to the following specifications and standards 5
6
1. Base resin shall conform to all requirements of ASTM D 1248, Type III, 7
Class C, Category 5, Grade P34, with a PPI rating of PE 3408. 8
2. Cell classification shall be 345434C per ASTM D3350. 9
3. Environmental stress crack resistance – No cracks after 5,000 hours as 10
determined by ASTM D1693, Condition C. 11
4. Rating – Long-term hydrostatic strength of 1,600 psi and hydrostatic 12
design stress of 800 psi as determined by ASTM D2837. 13
5. Working pressure rating shall be 160 psi, SDR 11. 14
6. Pipe shall be butt-fused and internal weld seams removed. 15
16
9-05.50 Precast Concrete Drainage Structures 17
18
9-05.50(2) Manholes 19
20
(******) 21
Section 9-05.50(2) is revised to read: 22
23
Precast concrete manholes shall be designed for a soil unit weight of 150 lb/CF and a 24
live loading complying with AASHTO HS-20. All manholes shall conform to ASTM 25
C478. Portland Cement shall be ASTM C150 Type II or Type IV. Precast bases may 26
be separate or integral with the riser section. 27
28
All manholes shall be installed with a GU Manhole Base Liner, or equal, with plastic 29
invert and nonskid landing area embedded in concrete and O-ring gaskets for the 30
sewer connection or approved equal. The liner shall have a 5 mm minimum thickness. 31
The depth of the main through channel shall be equal to or larger than the diameter of 32
the largest pipe. Provide riser heights of not less than one foot. Provide riser sections, 33
which have a preformed opening of a minimum size to accommodate the pipe to be 34
inserted. Heights of base sections shall be such that openings for pipes are not located 35
at joints. 36
37
Joints shall be sewage and grease resistant confined rubber gaskets conforming to 38
ASTM C443. In addition, all joints shall be grout/sealed on all interior surfaces with 39
mortar. 40
41
Manhole steps shall conform to ASTM D4101 polypropylene encased steel manhole 42
steps with non-slip surface. Steel reinforcing shall be ½-inch minimum diameter ASTM 43
A6156, Grade 60. Alternatively, steps may be knurled 3/4-inch diameter 316 stainless 44
steel steps with a 2-inch hook on the embedment end. 45
46
Pipe connections to manholes shall be by the following methods: 47
48
For new manholes that require liners, fiberglass (FRP) manhole base by GU Industries 49
or approved equal with sewage and grease resistant O-ring gasket conforming to 50
ASTM C443. 51
52
Page 166 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 96
For new and existing manhole bases, sanitary sewer-proof elastomeric boots such as 1
Kor-N Seal I-Wedge Korband by National Pollution Control Systems Inc. or approved 2
equal. 3
4
5
9-05.51 Adjustment Sections 6
7
(******) 8
Section 9-05.51 is revised to read: 9
10
Concrete grade rings meeting the requirements of ASTM C478 shall be used. HDPE 11
grade adjustment rings shall be used to adjust minor variations in grade or slope that 12
concrete grade rings cannot accomplish. HDPE grade adjustment rings shall be Ladtech 13
or approved equal. Grade adjustment rings shall be limited to maximum height of 12 14
inches. In no case shall the “neck-length” (grade rings plus the manhole frame) exceed 15
18 inches. Interior and exterior of all grade rings shall be sealed with mortar. 16
17
Sections 9-05.51(1), 9-05.51(2), 9-05.51(3), 9-05.51(4), and 9-05.51(5) are deleted. 18
19
20
9-30 Water Distribution Materials 21
22
9-30.1 Pipe 23
24
9-30.1(1) Ductile Iron Pipe 25
26
(******) 27
Paragraph one of Section 9-30.1(1) is revised to read: 28
29
1. Ductile iron pipe shall be thickness Class 52 and shall conform to standards of ANSI 30
Standard A21.51 (AWWA C-151). All pipe shall be restrained joint pipe and shall be 31
ductile iron manufactured in accordance with requirements of ANSI A21.51 (AWWA 32
C-151). Push on joints or mechanical joints shall be in accordance with ANSI 21.11 33
(AWWA C-111). Pipe shall be Tyton Joint Pipe or approved equal. Gaskets shall be 34
Field Lok or approved equal. Pipe thickness shall be designed in accordance with 35
ANSI A21.50 (AWWA C-150). Standard thickness cement-mortar lining shall be in 36
accordance with ANSI A21.4 (AWWA C-104). Where Mega-Lug joints are required, 37
they shall be Mega-Lug Series 1100, as manufactured by EBAA Iron, or approved 38
equal. Mega-Lugs shall be used on all mechanical joints. Mega-Lugs shall be used 39
on all mechanical joints. When requested, furnish certification from manufacturer of 40
pipe and gasket being supplied that all of the specified inspections and tests have 41
been made and the results comply with requirements of this standard. 42
43
All pipe shall be laid with one piece of 10-gauge or thicker insulated copper wire. 44
The locating wire shall be situated immediately adjacent to the pipe and connected 45
to all valves. Locating wire shall also connect to all service lines and meters. 46
47
Locator tape will not be used as an alternative to wire but will be used in addition to 48
the wire. Continuous metallic tape, brightly colored, 2-inch minimum width, imprinted 49
with 1-inch letters with “CAUTION BURIED WATER LINE” shall be repeated not 50
Page 167 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 97
less than 4 foot intervals. Install warning tape above water line approximately 18 1
inches below the finished grade. 2
3
9-30.2 Fittings 4
5
(******) 6
Paragraph one of Section 9-30.2 is supplemented with the following: 7
8
Bolts shall be zinc or chrome plated cast iron. Stainless steel bolts will not be allowed 9
for use. 10
11
12
9-30.2(1) Ductile Iron Pipe 13
14
(******) 15
Paragraph one of Section 9-30.2(1) is revised to read: 16
17
All fittings shall be ductile iron where possible. Steel fittings will not be accepted. Ductile 18
iron fittings shall be short body, cement lined, and have a minimum working pressure of 19
250 psi. Metal thickness and manufacturing processes shall conform to applicable 20
portions of ANSI Standards A21.20, A21.11, B16.2, and B16.4. Standard cement lining 21
shall be in accordance with ANSI Standard A21.4 (AWWA C-104). Mechanical joint 22
(MJ), ductile iron, compact fittings 3 inches through 24 inches shall be in accordance 23
with AWWA C-153. 24
25
Ductile iron flange (FL) fittings shall be in accordance with AWWA C-110, with bolt 26
pattern to match adjacent pipe and 250 psi pressure rating. Gasket material for flanges 27
shall be neoprene, bunan, chlorinated butyl, or cloth inserted rubber. Gaskets shall be 28
full face ring type. 29
30
9-30.3 Valves 31
32
9-30.3(1) Gate Valves (3 to 16 inches) 33
34
(******) 35
Section 9-30.3(1) is revised to read: 36
37
All gate valves for water lines 2” and larger shall be of the resilient, wedge-type, non-38
rising stem and shall meet or exceed the performance requirements of AWWA C-509 39
and be suitable for installation with the type and class of pipe being installed. The 40
wedge shall be fully encapsulated with vulcanized SBR rubber. Valves to be equipped 41
with mechanical joints or flange ends of Class 125 in accordance with ANSI B16.1 42
unless otherwise specified. Valve opening direction shall be counter-clockwise. Provide 43
fusion epoxy coating and 2-inch operating nut. Gate valves shall be Dresser, Kennedy, 44
or approved equivalent. 45
46
47
9-30.3(4) Valve Boxes 48
49
(******) 50
Section 9-30.3(4) is revised to read: 51
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 98
1
All valve boxes shall be two-piece cast iron, and equipped with a suitable extension for 2
a 36-inch to 65-inch trench depth. Top sections and lids will be designed for installation 3
in vehicular areas. Lids will be labeled “WATER”, and lid tabs will point in the direction 4
of the water main. The valve boxes shall have a design loading meeting AASHTO H-20. 5
All valves and valve boxes will be set plumb with the valve box centered on the valve. 6
Valve box installation shall comply with City of Port Orchard Standard Detail 884. Cast 7
iron valve boxes shall be Olympic Foundry, Rich Box No. 920 or approved equivalent 8
and must be compatible with the City’s system. 9
10
11
9-30.3(8) Tapping Sleeve and Valve Assembly 12
13
(******) 14
Section 9-30.3(8) is revised to read: 15
16
Provide restrained mechanical joint with flanged outlet tapping sleeve with a minimum 17
150 psi rating. The sleeve shall be grade 18-8 type 304 stainless steel and SBR rubber 18
gasket, Romac Style SST, Ford Style FAST, or approved equal. 19
20
The valve shall be 200 psi pressure rated, resilient seated, non-rising stem, AWWA C-21
509, with flanged by mechanical joint connection. The valve shall have a cast or ductile 22
iron body with AWWA C-550 epoxy coating. The valves shall be M&H style 3751-NRS, 23
or approved equal. 24
25
26
9-30.5 Hydrants 27
28
(******) 29
Section 9-30.5 is supplemented with the following: 30
31
Fire hydrants shall conform to AWWA Standard C-502 for post-type, dry-barrel, 32
selfdraining hydrants suitable for at least a 54-inch depth. Each hydrant shall have a 33
six-inch inlet, a minimum valve opening of 5-1/4 inches, two 2-1/2 inch hose 34
connections, and a 4- 1/2 inch pumper port with a 5 inch Storz pumper connection. 35
All ports shall have National Standard Threads or other connection devices 36
consistent with local fire protection authority requirements. All valves and caps shall 37
open counterclockwise and have a 1-1/2-inch flat point pentagon operation and cap 38
nuts. Hydrants shall be breakaway traffic models. 39
40
The configuration of the fire hydrant assembly shall be as shown on Standard Detail 41
881. The assembly shall have a cast iron tee (with mechanical joint connections to 42
the main) a flanged tee, a six-inch flanged by mechanical joint gate valve with valve 43
box, and a six-inch ductile iron pipe extension. All mechanical joints shall be secured 44
with mega-lugs. Push on pipe joints shall be secured with field lock gaskets. Shackle 45
rods to connect the hydrant to the auxiliary valve at the main are not permitted. 46
47
Provide a minimum of seven cubic feet of washed gravel surrounding the 90-degree 48
bend below the hydrant. Gravel shall be 1-1/2-inch minus and be retained on 1/4 inch 49
mesh for drain. 50
51
Hydrants added to existing systems will be installed by wet tap. 52
Page 169 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 99
1
The hydrant shall have at least an 18-inch clearance between the ground and the 2
lower port, and a 36-inch unobstructed radius around it for operation of a hydrant 3
wrench. The steamer/pumper port shall face the street or the most likely direction of 4
emergency approach. 5
6
Hydrants shall be coated with two coats of yellow Rustoleum paint or equal in 7
accordance with coating manufacturer’s recommendations. 8
9
Fire hydrants shall be Clow Medallion, M&H 129S. 10
11
Sections 9-30.5(1), 9-30.5(2), 9-30.5(3), 9-30.5(4), 9-30.5(5), and 9-30.5(6) shall be deleted. 12
13
9-30.6 Water Service Connections (2 Inches and Smaller) 14
15
(******) 16
Section 9-30.6 is supplemented with the following: 17
18
Water service installations shall comply with the City of Port Orchard Standard Detail 19
860 and 861. The location and type of corporation stop, meter setters, and locating wire 20
on all individual services must be as indicated on Standard Details 860 and 861. In 21
addition, if pressure reducing valves are required for individual service connections 22
where static pressure at the meter exceeds 80 psi, they normally will be installed after 23
the meter. Meter sets and yokes will be specified by the City. 24
25
26
9-30.6(1) Saddles 27
28
(******) 29
Section 9-30.6(1) is revised to read: 30
31
Service saddles shall be ductile iron body, stainless steel straps, nuts, and bolts, Buna 32
N or SBR O-ring gasket, with iron pipe tap. Saddles 1½ inches and larger shall be 33
double strap. Saddles shall be Romac 101S or 202S, Smith Blair 311, or approved 34
equal. 35
36
9-30.6(2) Corporation Stops 37
38
(******) 39
Section 9-30.6(2) is revised to read: 40
41
Corporation stops for one-inch to two-inch service saddles shall be bronze body, male 42
iron pipe threaded inlet, pack joint (compression) outlet, Mueller H- 10013, Ford 43
FB1100, or approved equivalent conforming to AWWA C800. Direct taps for services 44
are not allowed. 45
46
47
9-30.6(3) Service Pipes 48
49
(******) 50
Section 9-30.6(3) is supplemented with the following: 51
Page 170 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 100
1
Polyethylene pipe for service connections shall conform to AWWA C-901, PE 3406, 2
SDR 9, copper tubing size. Pipe shall have a cell classification meeting ASTM D3350 3
and a pressure rating of 160 psi. Joints shall be pack joint with stainless steel insert 4
stiffener. 5
6
Sections 9-30.6(3)A, 9-30.6(3)B, and 9-30.6(3)C are deleted. 7
8
9
9-30.6(5) Meter Setters 10
11
(******) 12
Section 9-30.6(5) is revised to read: 13
14
Meter sets shall be installed using a meter yoke equipped with a locking angle meter 15
valve and an angle check valve. Meter yoke inlets and outlets shall have male iron pipe 16
size threads. 17
18
Meter yoke assemblies shall be Mueller H-1434-2 or H-1422, Ford VH 72-12W with 19
valve, or approved equal. If meters need to be raised, Mueller H-14118 Meter 20
Relocater, or approved equivalent shall be used. 21
22
23
9-30.6(7) Meter Boxes 24
25
(******) 26
Section 9-30.6(7) is revised to read: 27
28
Meter boxes shall be SIGMA-Raven HDPE Meter Box Model RMB 1324-SW or RMB 29
1730-SW and HDPE Lid with touch-read, and meter reader door per standard detail, 30
or approved equal. Individual pressure reducing valves are required where static 31
water pressure exceeds 80 psi and shall be installed after the meter as directed by 32
the City. Individual service pressure reducing valves shall be of bronze body 33
construction with a renewable stainless steel seat, stainless steel integral strainer, 34
and temperature resistant diaphragm. Pressure reducing valves 2-inches and smaller 35
for individual water service lines shall be Wilkins 600 Series or equal. 36
37
38
(January 9, 2023) 39
Standard Plans 40
The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21-41
01, effective September 30, 2022, is made a part of this contract. 42
43
The Standard Plans are revised as follows: 44
45
A-10.3046
RISER RING detail (Including SECTION view and RISER RING DIMENSIONS table):47
The RISER RING detail is deleted from the plan.48
49
INSTALLATION detail, SECTION A: The “1/4”” callout is revised to read “+/- 1/4" (SEE 50
CONTRACT ~ Note: The + 1/4" installation is shown in the Section A view)” 51
Page 171 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 101
1
B-90.402
Valve Detail – DELETED3
4
C-85
DELETED 6
7
C-8A8
DELETED 9
10
C-20.4211
Plan View (Case 22A-31), callout, was; “BEAM GUARDRAIL ANCHOR TYPE 10 PAY12
LIMIT” is revised to read; “BEAM GUARDRAIL ANCHOR TYPE 11 PAY LIMIT”13
14
C-23.6015
DELETED16
17
C-23.7018
Sheet 1, Detail A, callout, was – “EIGHT 5/8” x 1/2" (IN) BOLTS W/ HEX NUTS AND19
WASHERS (SEE NOTE 5)”is revised to read: “EIGHT 5/8” x 1-1/2" (IN) BOLTS W/ HEX20
NUTS AND WASHERS (SEE NOTE 5)”.21
Sheet 2, ANCHOR RAIL ELEMENT DETAIL and associated Enlarged Detail, 3/4"22
Diameter hole pattern (8 holes), callout, “3/4" DIAMETER HOLE (TYP.)” is revised to read:23
“29/32” x 1 1/8” (IN) SLOT (TYP.)”24
25
D-2.0426
DELETED27
28
D-2.0629
DELETED30
31
D-2.0832
DELETED33
34
D-2.3235
DELETED36
37
D-2.3438
DELETED39
40
D-2.6041
DELETED42
43
D-2.6244
DELETED45
46
D-2.6447
DELETED48
49
D-2.6650
DELETED51
52
Page 172 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 102
D-2.681
DELETED2
3
D-2.804
DELETED5
6
D-2.887
DELETED8
9
D-3.1510
DELETED11
12
D-3.1613
DELETED14
15
D-3.1716
DELETED17
18
D-3.1019
Sheet 1, Typical Section, callout – “FOR WALLS WITH SINGLE SLOPE TRAFFIC20
BARRIER. USE THE DETAILS ABOVE THE MATCH LINE ON STANDARD PLAN D-21
3.15” is revised to read; ”FOR WALLS WITH SINGLE SLOPE TRAFFIC BARRIER, SEE22
CONTRACT PLANS”23
Sheet 1, Typical Section, callout – “FOR WALLS WITH F-SHAPE TRAFFIC BARRIER.24
USE THE DETAILS ABOVE THE MATCH LINE ON STANDARD PLAN D-3.16” is revised25
to read; ”FOR WALLS WITH F-SHAPE TRAFFIC BARRIER, SEE CONTRACT PLANS”26
27
D-3.1128
Sheet 1, Typical Section, callout – “”B” BRIDGE APPROACH SLAB (SEE BRIDGE29
PLANS) OR PERMANENT GEOSYNTHETIC WALL BARRIER ~ SEE STANDARD30
PLANS D-3.15 OR D-3.16” is revised to read; ”B” BRIDGE APPROACH SLAB OR31
MOMENT SLAB (SEE CONTRACT PLANS)32
Sheet 1, Typical Section, callout – “TYPICAL BARRIER ON BRIDGE APPROACH SLAB33
(SEE BRIDGE PLANS) OR PERMANENT GEOSYNTHETIC WALL BARRIER ~ SEE34
STANDARD PLANS D-3.15 OR D-3.16” is revised to read; “TYPICAL BARRIER ON35
BRIDGE APPROACH SLAB OR MOMENT SLAB (SEE CONTRACT PLANS)36
37
D-10.1038
Wall Type 1 may be used if no traffic barrier is attached on top of the wall. Walls with traffic39
barriers attached on top of the wall are considered non-standard and shall be designed40
in accordance with the current WSDOT Bridge Design Manual (BDM) and the revisions41
stated in the 11/3/15 Bridge Design memorandum.42
43
D-10.1544
Wall Type 2 may be used if no traffic barrier is attached on top of the wall. Walls with traffic45
barriers attached on top of the wall are considered non-standard and shall be designed46
in accordance with the current WSDOT BDM and the revisions stated in the 11/3/1547
Bridge Design memorandum.48
49
D-10.3050
Wall Type 5 may be used in all cases.51
52
Page 173 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 103
D-10.351
Wall Type 6 may be used in all cases.2
3
D-10.404
Wall Type 7 may be used if no traffic barrier is attached on top of the wall. Walls with traffic5
barriers attached on top of the wall are considered non-standard and shall be designed6
in accordance with the current WSDOT BDM and the revisions stated in the 11/3/157
Bridge Design memorandum.8
9
D-10.4510
Wall Type 8 may be used if no traffic barrier is attached on top of the wall. Walls with traffic11
barriers attached on top of the wall are considered non-standard and shall be designed12
in accordance with the current WSDOT BDM and the revisions stated in the revisions13
stated in the 11/3/15 Bridge Design memorandum.14
15
D-15.1016
STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls”17
are withdrawn. Special designs in accordance with the current WSDOT BDM are required18
in place of these STD Plans.19
20
D-15.2021
STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls”22
are withdrawn. Special designs in accordance with the current WSDOT BDM are required23
in place of these STD Plans.24
25
D-15.3026
STD Plans D-15 series “Traffic Barrier Details for Reinforced Concrete Retaining Walls”27
are withdrawn. Special designs in accordance with the current WSDOT BDM are required28
in place of these STD Plans.29
30
F-10.1831
Note 2, “Region Traffic engineer approval is needed to install a truck apron lower than 3”.”32
- DELETED33
34
J-10.1035
Sheet 4 of 6, “Foundation Size Reference Table”, PAD WIDTH column, Type 33xD=6’ –36
3” is revised to read: 7’ – 3”. Type 342LX / NEMA P44=5’ – 10” is revised to read: 6’ – 10”37
Sheet 5 of 6, Plan View, “FOR EXAMPLE PAD SHOWN HERE:, “first bullet” item, “-38
SPACE BETWEEN TYPE B MOD. CABINET AND 33x CABINET IS 6” (IN)” IS REVISED39
TO READ: “SPACE BETWEEN TYPE B MOD. CABINET (BACK OF ALL CHANNEL40
STEEL) AND 33x CABINET IS 6” (IN) (CHANNEL STEEL ADDS ABOUT 5” (IN)”41
42
J-10.1643
Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.1444
45
J-10.1746
Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.1447
48
J-10.1849
Key Note 1, Standard Plan J-10.30 revised to Standard Plan J-10.1450
51
J-20.1052
Page 174 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 104
Elevation View, horizontal dimension to edge of sidewalk 10” (IN) OR LESS DESIRABLE 1
~ 18” (IN) MAXIMUM is revised to read: “10” (IN) MAXIMUM” 2
3
J-20.264
Add Note 1, “1. One accessible pedestrian pushbutton station per pedestrian pushbutton5
post.”6
7
J-20.168
View A, callout, was – LOCK NIPPLE, is revised to read; CHASE NIPPLE9
10
J-21.1011
Sheet 1, Elevation View, Round Concrete Foundation Detail, callout – “ANCHOR BOLTS12
~ ¾” (IN) x 30” (IN) FULL THREAD ~ THREE REQ’D. PER ASSEMBLY” IS REVISED TO13
READ: “ANCHOR BOLTS ~ ¾” (IN) x 30” (IN) FULL THREAD ~ FOUR REQ’D. PER14
ASSEMBLY”15
Sheet 1 of 2, Elevation view (Round), add dimension depicting the distance from the top16
of the foundation to find 2 #4 reinforcing bar shown, to read; 3” CLR.. Delete “(TYP.)” from17
the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation to find18
2 # 4 reinf. Bar.19
Sheet 1 of 2, Elevation view (Square), add dimension depicting the distance from the top20
of the foundation to find 1 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” from21
the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation to find22
1 # 4 reinf. Bar.23
Sheet 2 of 2, Elevation view (Round), add dimension depicting the distance from the top24
of the foundation to find 2 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” from25
the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation to find26
2 # 4 reinf. Bar.27
Sheet 2 of 2, Elevation view (Square), add dimension depicting the distance from the top28
of the foundation to find 1 #4 reinforcing bar shown, to read; 3” CLR. Delete “(TYP.)” from29
the 2 ½” CLR. dimension, depicting the distance from the bottom of the foundation to find30
1 # 4 reinf. Bar.31
Detail F, callout, “Heavy Hex Clamping Bolt (TYP.) ~ 3/4” (IN) Diam. Torque Clamping32
Bolts (see Note 3)” is revised to read; “Heavy Hex Clamping Bolt (TYP.) ~ 3/4” (IN) Diam.33
Torque Clamping Bolts (see Note 1)”34
Detail F, callout, “3/4” (IN) x 2’ – 6” Anchor Bolt (TYP.) ~ Four Required (See Note 4)” is35
revised to read; “3/4” (IN) x 2’ – 6” Anchor Bolt (TYP.) ~ Three Required (See Note 2)”36
37
J-21.1538
Partial View, callout, was – LOCK NIPPLE ~ 1 ½” DIAM., is revised to read; CHASE39
NIPPLE ~ 1 ½” (IN) DIAM.40
41
J-21.1642
Detail A, callout, was – LOCKNIPPLE, is revised to read; CHASE NIPPLE43
44
J-22.1545
Ramp Meter Signal Standard, elevation, dimension 4’ - 6” is revised to read; 6’-0”46
(2x) Detail A, callout, was – LOCK NIPPLE ~ 1 ½” DIAM. is revised to read; CHASE47
NIPPLE ~ 1 ½” (IN) DIAM.48
49
J-40.1050
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POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 105
Sheet 2 of 2, Detail F, callout, “12 – 13 x 1 ½” S.S. PENTA HEAD BOLT AND 12” S. S. 1
FLAT WASHER” is revised to read; “12 – 13 x 1 ½” S.S. PENTA HEAD BOLT AND 1/2” 2
(IN) S. S. FLAT WASHER” 3
4
J-40.365
Note 1, second sentence; ”Finish shall be # 2B for backbox and # 4 for the cover.” Is6
revised to read; ”Finish shall be # 2B for barrier box and HRAP (Hot Rolled Annealed and7
Pickled) for the cover.8
9
J-40.3710
Note 1, second sentence; ”Finish shall be # 2B for backbox and # 4 for the cover.” Is11
revised to read; ”Finish shall be # 2B for barrier box and HRAP (Hot Rolled Annealed and12
Pickled) for the cover.13
14
J-75.2015
Key Notes, note 16, second bullet point, was: “1/2” (IN) x 0.45” (IN) Stainless Steel16
Bands”, add the following to the end of the note: “Alternate: Stainless steel cable with17
stainless steel ends, nuts, bolts, and washers may be used in place of stainless steel18
bands and associated hardware.”19
20
J-75.4121
DELETED22
23
J-75.5524
Notes, Note A1, Revise reference, was – G-90.29, should be – G-90.20.25
26
K-80.2027
DELETED28
29
L-5.1030
Sheet 2, Typical Elevation, callout - “2’ – 0” MIN. LAP SPLICE BETWEEN (mark) A #331
BAR AND WALL REINFORCEMENT ~ TYPICAL” is revised to read: “2’ – 0” MIN. LAP32
SPLICE BETWEEN (MARK) A #4 BAR AND WALL REINFORCEMENT ~ TYPICAL”33
Section C, callout; “(mark) A #3” is revised to read: “(mark) A #4”, callout - “(mark) B #3”34
is revised to read: “(mark) B #4”, callout - “(mark) C #3 TIE” is revised to read: “(mark) C35
#4 TIE”36
Reinforcing Steel Bending Diagram, (mark) B detail, callout – “128 deg.” is revised to37
read: “123 deg.”, callout – “51 deg.” is revised to read: “57 deg.”38
39
The following are the Standard Plan numbers applicable at the time this project was 40
advertised. The date shown with each plan number is the publication approval date 41
shown in the lower right-hand corner of that plan. Standard Plans showing different dates 42
shall not be used in this contract. 43
44
A-10.10-00........8/7/07 A-30.35-00.......10/12/07 A-50.10-01……...8/17/21
A-10.20-00......10/5/07 A-40.00-01.........7/6/22 A-50.40-01……...8/17/21
A-10.30-00......10/5/07 A-40.10-04.........7/31/19 A-60.10-03........12/23/14
A-20.10-00......8/31/07 A-40.15-00.........8/11/09 A-60.20-03.........12/23/14
A-30.10-00......11/8/07 A-40.20-04.........1/18/17 A-60.30-01..........6/28/18
A-30.30-01......6/16/11 A-40.50-02.........12/23/14 A-60.40-00..........8/31/07
45
B-5.20-03........9/9/20 B-30.50-03.........2/27/18 B-75.20-03..........8/17/21
Page 176 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 106
B-5.40-02.........1/26/17 B-30.60-00……..9/9/20 B-75.50-02..........3/15/22
B-5.60-02.........1/26/17 B-30.70-04.........2/27/18 B-75.60-00............6/8/06
B-10.20-02........3/2/18 B-30.80-01..........2/27/18 B-80.20-00.........6/8/06
B-10.40-02........8/17/21 B-30.90-02........1/26/17 B-80.40-00.........6/1/06
B-10.70-02……8/17/21 B-35.20-00..........6/8/06 B-85.10-01.........6/10/08
B-15.20-01........2/7/12 B-35.40-00..........6/8/06 B-85.20-00..........6/1/06
B-15.40-01........2/7/12 B-40.20-00..........6/1/06 B-85.30-00..........6/1/06
B-15.60-02........1/26/17 B-40.40-02........1/26/17 B-85.40-00..........6/8/06
B-20.20-02.......3/16/12 B-45.20-01..........7/11/17 B-85.50-01.........6/10/08
B-20.40-04.......2/27/18 B-45.40-01..........7/21/17 B-90.10-00….......6/8/06
B-20.60-03.......3/15/12 B-50.20-00..........6/1/06 B-90.20-00..........6/8/06
B-25.20-02........2/27/18 B-55.20-03..........8/17/21 B-90.30-00..........6/8/06
B-25.60-02.........2/27/18 B-60.20-02..........9/9/20 B-90.40-01..........1/26/17
B-30.05-00……..9/9/20 B-60.40-01..........2/27/18 B-90.50-00..........6/8/06
B-30.10-03.........2/27/18 B-65.20-01..........4/26/12 B-95.20-02..........8/17/21
B-30.15-00……..2/27/18 B-65.40-00..........6/1/06 B-95.40-01..........6/28/18
B-30.20-04.........2/27/18 B-70.20-01..........3/15/22
B-30.30-03.........2/27/18 B-70.60-01..........1/26/17
B-30.40-03..........2/27/18
1
C-1....................9/8/22 C-22.40-09........9/8/22 C-60.70-01……9/8/22
C-1b...................9/8/22 C-22.45-06........9/8/22 C-60.80-01……..9/8/22
C-1d................10/31/03 C-23.70-00……..8/22/22 C-70.15-00……..8/17/21
C-2c..................8/12/19 C.24.10-03........7/24/22 C-70.10-03........8/20/21
C-4f...................8/12/19 C-24.15-00…….3/15/22 C-75.10-02........9/16/20
C-6a................9/8/22 C-25.20-07........8/20/21 C-75.20-03........8/20/21
C-7.....................9/8/22 C-25.22-06........8/20/21 C-75.30-03........8/20/21
C-7a...................9/8/22 C-25.26-05........8/20/21 C-80.10-02........9/16/20
C-20.10-08.........9/8/22 C-25.30-01…….8/20/21 C-80.20-01........6/11/14
C-20.14-05..........9/8/22 C-25.80-05........8/12/19 C-80.30-02........8/20/21
C-20.15-02..........6/11/14 C-60.10-02…….9/8/22 C-80.40-01........6/11/14
C-20.18-04..........9/8/22 C-60.15-00……..8/17/21 C-85.10-00........4/8/12
C-20.40-09..........9/8/22 C-60.20-01……9/8/22 C-85.11-01........9/16/20
C-20.41-04..........8/22/22 C-60.30-01……8/17/21 C-85.15-02........8/27/21
C-20.42-05..........7/14/15 C-60.40-00……..8/17/21 C-85-18-03........9/8/22
C-20.43-00………8/22/22 C-60.45-00……..8/17/21
C-20.45.03..........9/8/22 C-60.50-00……..8/17/21
C-22.16-07........9/16/20 C-60.60-00……..8/17/21
2
D-2.36-03........6/11/14 D-4.................12/11/98 D-10.35-00.........7/8/08
D-2.46-02……8/13/21 D-6...................6/19/98 D-10.40-01......12/2/08
D-2.84-00........11/10/05 D-10.10-01......12/2/08 D-10.45-01......12/2/08
D-2.92-01........4/26/22 D-10.15-01......12/2/08
D-3.09-00........5/17/12 D-10.20-01.........8/7/19
D-3.10-01……5/29/13 D-10.25-01.........8/7/19
D-3.11-03……6/11/14 D-10.30-00.........7/8/08
3
E-1....................2/21/07 E-4....................8/27/03
E-2....................5/29/98 E-4a..................8/27/03
4
F-10.12-04.......9/24/20 F-10.62-02........4/22/14 F-40.15-04........9/25/20
F-10.16-00.......12/20/06 F-10.64-03........4/22/14 F-40.16-03........6/29/16
Page 177 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 107
F-10.18-03.........3/28/22 F-30.10-04........9/25/20 F-45.10-03........8/13/21
F-10.40-04...........9/24/20 F-40.12-03........6/29/16 F-80.10-04........7/15/16
F-10.42-00.........1/23/07 F-40.14-03........6/29/16
1
G-10.10-00........9/20/07 G-26.10-00……7/31/19
G-20.10-03........8/20/21 G-30.10-04.......6/23/15
G-22.10-04..........6/28/18 G-50.10-03.......6/28/18
G-24.10-00......11/8/07 G-90.10-03……7/11/17
G-24.20-01......2/7/12 G-90.20-05……7/11/17
G-24.30-02......6/28/18 G-90.30-04……7/11/17
G-24.40-07.....6/28/18 G-95.10-02........6/28/18
G-24.50-05.....8/7/19 G-95.20-03........6/28/18
G-24.60-05.....6/28/18 G-95.30-03........6/28/18
G-25.10-05.......9/16/20
2
H-10.10-00..........7/3/08 H-32.10-00.......9/20/07 H-70.10-02......8/17/21
H-10.15-00..........7/3/08 H-60.10-01.........7/3/08 H-70.20-02......8/17/21
H-30.10-00......10/12/07 H-60.20-01.........7/3/08
3
I-10.10-01.........8/11/09 I-30.20-00.........9/20/07 I-40.20-00.........9/20/07
I-30.10-02.........3/22/13 I-30.30-02.........6/12/19 I-50.20-02..........7/6/22
I-30.15-02.........3/22/13 I-30.40-02.......6/12/19 I-60.10-01..........6/10/13
I-30.16-01.........7/11/19 I-30.60-02.........6/12/19 I-60.20-01..........6/10/13
I-30.17-01.........6/12/19 I-40.10-00.........9/20/07 I-80.10-02..........7/15/16
4
J-05.50-00…….8/30/22 J-28.10-02......8/7/19 J-50.25-00…….6/3/11
J-10..................7/18/97 J-28.22-00.......8/07/07 J-50.30-00…….6/3/11
J-10.10-04……9/16/20 J-28.24-02.......9/16/20 J-60.05-01…….7/21/16
J-10.12-00……9/16/20 J-28.26-01......12/02/08 J-60.11-00…....5/20/13
J-10.14-00……9/16/20 J-28.30-03......6/11/14 J-60.12-00…....5/20/13
J-10.15-01........6/11/14 J-28.40-02......6/11/14 J-60.13-00…....6/16/10
J-10.16-02……8/18/21 J-28.42-01.......6/11/14 J-60.14-01……7/31/19
J-10.17-02……8/18/21 J-28.43-01.......6/28/18 J-75.10-02……7/10/15
J-10.18-02……8/18/21 J-28.45-03.......7/21/16 J-75.20-01……7/10/15
J-10.20-04……8/18/21 J-28.50-03.......7/21/16 J-75.30-02…….7/10/15
J-10.21-02……8/18/21 J-28.60-03.......8/27/21 J-75.50-00……8/30/22
J-10.22-02........8/18/21 J-28.70-04.......8/30/22 J-75.55-00……8/30/22
J-10.25-00……7/11/17 J-29.10-02.......8/26/22 J-80.05-00……8/30/22
J-10.26-00…….8/30/22 J-29.15-01.......7/21/16 J-80.10-01……8/18/21
J-12.15-00……6/28/18 J-29.16-02.......7/21/16 J-80.12-00……8/18/21
J-12.16-00……6/28/18 J-30.10-01…...8/26/22 J-80.15-00……6/28/18
J-15.10-01........6/11/14 J-40.01-00……..8/30/22 J-81.10-02……8/18/21
J-15.15-02……7/10/15 J-40.05-00……7/21/16 J-81.12-00……9/3/21
J-20.01-00…….8/30/22 J-40.10-04…...4/28/16 J-84.05-00……8/30/22
J-20.10-04........7/31/19 J-40.20-03…...4/28/16 J-86.10-00……6/28/18
J-20.11-03........7/31/19 J-40.30-04……4/28/16 J-90.10-03…….6/28/18
J-20.15-03........6/30/14 J-40.35-01……5/29/13 J-90.20-03…….6/28/18
J-20.16-02........6/30/14 J-40.36-02……7/21/17 J-90.21-02……6/28/18
J-20.20-02........5/20/13 J-40.37-02……7/21/17 J-90.50-00……6/28/18
J-20.26-01........7/12/12 J-40.38-01.......5/20/13
J-21.10-04......6/30/14 J-40.39-00……5/20/13
J-21.15-01......6/10/13 J-40.40-02……7/31/19
Page 178 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 108
J-21.16-01......6/10/13 J-45.36-00……7/21/17
J-21.17-01......6/10/13 J-50.05-00……7/21/17
J-21.20-01......6/10/13 J-50.10-01…….7/31/19
J-22.15-02......7/10/15 J-50.11-02…….7/31/19
J-22.16-03......7/10/15 J-50.12-02…….8/7/19
J-26.10-03…..7/21/16 J-50.13-01…….8/30/22
J-26.15-01…..5/17/12 J-50.15-01…….7/21/17
J-26.20-01…..6/28/18 J-50.16-01…….3/22/13
J-27.10-01…..7/21/16 J-50.18-00…….8/7/19
J-27.15-00…..3/15/12 J-50.19-00…….8/7/19
J-28.01-00……8/30/22 J-50.20-00…….6/3/11
1
K-70.20-01.......6/1/16 K-80.32-00……8/17/21 K-80.35-01.......9/16/20
K-80.10-02.......9/25/20 K-80.34-00……8/17/21 K-80.37-01.......9/16/20
2
L-5.10-00……..9/19/22 L-20.10-03........7/14/15 L-40.20-02........6/21/12
L-5.15-00……..9/19/22 L-30.10-02........6/11/14 L-70.10-01.......5/21/08
L-10.10-02........6/21/12 L-40.15-01........6/16/11 L-70.20-01.......5/21/08
3
M-1.20-04.........9/25/20 M-11.10-04........8/2/22 M-40.20-00......10/12/07
M-1.40-03.........9/25/20 M-12.10-03……8/2/22 M-40.30-01......7/11/17
M-1.60-03.........9/25/20 M-15.10-01........2/6/07 M-40.40-00......9/20/07
M-1.80-03.........6/3/11 M-17.10-02........7/3/08 M-40.50-00......9/20/07
M-2.20-03.........7/10/15 M-20.10-04........8/2/22 M-40.60-00......9/20/07
M-2.21-00……..7/10/15 M-20.20-02........4/20/15 M-60.10-01......6/3/11
M-3.10-04.........9/25/20 M-20.30-04........2/29/16 M-60.20-03......8/17/21
M-3.20-04.........8/2/22 M-20.40-03........6/24/14 M-65.10-03......8/17/21
M-3.30-04.........9/25/20 M-20.50-02........6/3/11 M-80.10-01......6/3/11
M-3.40-04.........9/25/20 M-24.20-02.......4/20/15 M-80.20-00......6/10/08
M-3.50-03.........9/25/20 M-24.40-02.......4/20/15 M-80.30-00......6/10/08
M-5.10-03.........9/25/20 M-24.60-04.......6/24/14
M-7.50-01.........1/30/07 M-24.65-00……7/11/17
M-9.50-02.........6/24/14 M-24.66-00……7/11/17
M-9.60-00……..2/10/09 M-40.10-03......6/24/14
4
(******) 5
Standard Details 6
The City of Port Orchard Public Works Engineering Standards and Specifications, effective 7
February 2019, is made a part of this contract. 8
9
The following are the Standard Detail numbers applicable at the time this project was 10
advertised. The date shown with each plan number is the publication approval date 11
shown in the lower right-hand corner of that plan. Standard Details showing different 12
dates shall not be used in this contract. 13
14
200......1/24/19 241.........1/15/19
201......1/15/19 260.........1/15/19
220......1/15/19
221......1/30/19
222......1/15/19
240......1/15/19
Page 179 of 316
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
PW2023-002 109
1
300.........1/29/19 340........1/31/19
301.........1/29/19 341........1/29/19
320.........1/29/19 342........1/31/19
321.........1/31/19 360........1/31/19
322.........1/31/19 361........1/31/19
323……..1/31/19
2
400................1/29/19 424................1/30/19
401................1/29/19 425................1/30/19
402................1/29/19 426................1/30/19
403................1/29/19 427................1/30/19
404................1/24/19 428................1/31/19
420................1/29/19 429................1/31/19
421................1/29/19 430................1/30/19
422................1/31/19 431................1/30/19
423................1/31/19 460................1/31/19
3
500........2/21/19
501A……2/1/19
501B........1/30/19
4
800-B.......1/30/19 840B........1/30/19 865........1/23/19
801........1/31/19 841.........1/31/19 866........1/23/19
802........1/30/19 840A........1/30/19 880........1/23/19
803-A.......1/15/19 840B........1/30/19 881........1/23/19
803-B.......1/15/19 860........1/22/19 882........1/23/19
820........1/30/19 861........1/22/19 883........1/23/19
821........1/30/19 863A........1/30/19 884........1/23/19
840A........1/30/19 864........1/23/19
5
900........1/23/19 928........1/24/19
901........1/30/19 940........1/31/19
920........1/30/19 941........1/31/19
921........1/30/19 942........1/31/19
922........1/30/19 943........1/30/19
923........1/30/19 960........1/30/19
924........1/30/19 961........1/30/19
925........1/30/19
926........1/30/19
927........1/30/19
6
Page 180 of 316
P O T T E R Y A V E N O N -M O T O R IZ E D IM P R O V E M E N T S
CITY OF PORT ORCHARD PUBLIC WORKS DEPARTMENT
SHEET INDEX
SHEET TITLE DRAWING#
CO V E R S HEET CV1
G E N E R A L NO T E S GN1
S IT E P R EP A RA TIO N A N D TES C P LA N S P 1-SP 12
P A V IN G P LA N P V 1-P V 11
MIS C E LLA N E O U S DET A ILS M D 1-M D 2
UT ILI TY P LA N U T 1-UT7
C H A NN ELIZATION AND SIGNING PLAN CH1-CH11
SHEET#
3-14
15-25
26-27
28-34
35-45
3:
t- en
t-- z
0 ~ w
0:::
t--
t- en
PROJECT
LOCATION
0
0:::
w
::.:'.'.
:5
>- a:: a:: w
(IJ
3: en
SIDNEY RD SW
0 a::
r
(.) a::
iii
3: en
z
Q
~
"'
I - 1--· z.:rz,"'1---
DATE
/-~- ~~
DATE
VICINITY MAP
N.T.S
DENIS RYAN
PUBLIC WORKS DIRECTO R
CITY OF PORT ORCHARD
CITY O F PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
NAME OR INITIALS ANO DATE NAME OR INITIALS AND DATE
DESIGNED
CHECKED
CAW OCT202J
KCH OCT2023
PROJECT MANAGER: K. CHRIS HAMMER
REVIEVVED: OCT 2023
DRAWN CAW OCT 2023
CHECKED KCH OCT2023 REVISEDAS-BUILT
Al work d0n11 In accordance Yfflh the City or Port Orchard Pub~c V\loM Engineering Standards and
Speclficaliona In effect on 1h11 date shown above, and aupplemenled by Project Provlllon1.
P.o/d
O RC H A R D
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
C O V E R SH E E T
P L A N NO .
CV1
S H E E T
1 OF 45
Page 181 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
GENERAL NOTES
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
2 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER GN1
WATER GENERAL NOTES:
1. ALL WORK SHALL CONFORM TO THE CURRENT CITY OF PORT ORCHARD
PUBLIC WORKS ENGINEERING STANDARDS AND SPECIFICATIONS.
2. FITTINGS SHALL BE MECHANICAL JOINT CONFORMING TO AWWA C-110,
C-111, OR C-153 AND SHALL BE MEGA-LUG SERIES 1100, AS MANUFACTURED
BY EBBA IRON, OR APPROVED EQUAL. PIPE SHALL BE TYTON JOINT PIPE
WITH FIELD LOK GASKETS, OR APPROVED EQUAL. AN ALTERNATIVE
RESTRAINED JOINT SYSTEM MAY BE SUBSTITUTED FOR THE ABOVE ITEMS.
3. ALL PIPE FITTINGS NOT TO BE DISINFECTED IN PLACE PER AWWA C-651
SHALL BE SWABBED WITH 1% AVAILABLE CHLORINE SOLUTION PRIOR TO
INSTALLATION.
4. ALL WATER MAINS AND APPURTENANCES SHALL BE TESTED UNDER A
HYDROSTATIC PRESSURE EQUAL TO 250 PSI FOR 1-HOUR. WATER SERVICE
LINES WILL BE VISUALLY INSPECTED FOR LEAKAGE. ALL PUMPS, GAUGES,
PLUGS, SADDLES, CORPORATION STOPS, BACKFLOW PREVENTION DEVICES,
MISCELLANEOUS HOSE AND PIPING, AND OTHER EQUIPMENT SHOWN ON
THE CONSTRUCTION PLANS AND THAT ARE NECESSARY FOR PERFORMING
THE TEST SHALL BE FURNISHED AND OPERATED BY THE CONTRACTOR. THE
PIPELINE TRENCH SHALL BE BACKFILLED SUFFICIENTLY TO PREVENT
MOVEMENT OF THE PIPE UNDER PRESSURE. ALL REQUIRED THRUST BLOCKS
SHALL BE IN PLACE AND SUFFICIENTLY CURED TO REACH DESIGN
STRENGTH BEFORE TESTING.
5. AFTER DISINFECTING THE WATER MAIN, DISPOSE OF CHLORINATED WATER
BY DISCHARGING TO THE NEAREST OPERATING SANITARY SEWER.
6. THE NEW WATER MAIN SHALL BE CONNECTED TO THE EXISTING SYSTEM
ONLY AFTER NEW MAIN IS PRESSURE TESTED, FLUSHED, DISINFECTED, AND
SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED AND
RECEIVED BY PUBLIC WORKS STAFF.
7. WATER MAIN SHUTDOWNS SHALL BE COORDINATED WITH THE PUBLIC
WORKS OPERATIONAL STAFF FOR PREFERRED TIMING DURING FLOW
CONTROL CONDITIONS. WATER MAIN SHUTDOWNS SHALL NOT BE
SCHEDULED TO TAKE PLACE ON FRIDAYS, OR ON THE FIVE DAYS BEFORE
NOR ONE DAY AFTER A CITY HOLIDAY, UNLESS OTHERWISE APPROVED BY
PUBLIC WORKS.
8. WHEN EXCAVATING AROUND CHARGED WATER MAIN THE CONTRACTOR
MUST EXERCISE CARE IN VICINITY OF THRUST BLOCKS THAT ARE PLACED AT
ANY BENDS, TEES, OR DEAD ENDS OF WATER MAINS TO AVOID
UNDERMINING THE SOIL SUPPORT FOR THE THRUST BLOCKING.
9. DEFLECT THE WATER MAIN ABOVE OR BELOW EXISTING UTILITIES AS
REQUIRED TO MAINTAIN 3 FT MINIMUM COVER AND 12-INCH MINIMUM
VERTICAL CLEARANCE BETWEEN UTILITIES UNLESS OTHERWISE SPECIFIED.
10. WHERE A NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 12-INCHES OR
LESS, AN ETHAFOAM PAD MUST BE PLACED AS A CUSHION BETWEEN
UTILITIES.
11. IF DEFLECTING PIPE JOINTS FOR CURVES, HORIZONTAL AND VERTICAL
ANGLE POINTS MUST BE CONSTRUCTED BY DEFLECTING A MAXIMUM
ONE-HALF OF THE MANUFACTURER'S ALLOWABLE JOINT DEFLECTION FOR
PIPE AND FITTINGS, UNLESS OTHERWISE NOTED.
12. THE WATER MAIN SHALL BE INSTALLED ONLY AFTER THE ROADWAY
SUBGRADE IS BACKFILLED, GRADED, AND COMPACTED IN CUT AND FILL
AREAS.
13. ALL RESIDENTIAL SERVICES SHALL BE INSTALLED PER STANDARD DETAILS
860 OR 861 UNLESS OTHERWISE SPECIFIED.
14. UNIFORM PLUMBING CODE REQUIRES THE INSTALLATION OF PRIVATELY
OWNED AND OPERATED PRESSURE REDUCING VALVES WHERE THE
OPERATING PRESSURE EXCEEDS 80 PSI.
15. ABANDONMENT OF EXISTING WATER SERVICES SHALL BE ACCOMPLISHED
AS FOLLOWS:
15.1. REMOVE EXISTING SERVICE SADDLE FROM WATER MAIN AND REPLACE
WITH NEW STAINLESS STEEL REPAIR BAND, ROMAC SS2, FORD
SERVICE SADDLE FC101, CC THREADED SADDLE AND A CC THREAD
BRASS PLUG, OR APPROVED EQUAL (WILL NOT BE REQUIRED WHEN
WATER MAIN IS TO BE ABANDONED).
15.2. REMOVE AND DISPOSE OF EXISTING SETTER AND METER BOX.
15.3. CAP OR CRIMP (IF COPPER) EXISTING SERVICE LINE TO BE ABANDONED
IN PLACE, EACH END.
15.4. RETURN EXISTING METER TO PUBLIC WORKS.
16. ABANDONMENT OF EXISTING WATERMAINS SHALL BE ACCOMPLISHED AS
FOLLOWS:
16.1. DI PIPE: MECHANICAL JOINT PLUG, CAP, OR BLIND FLANGE TO BE
INSTALLED ON BOTH ENDS.
16.2. ALL OTHER PIPE: FILLED WITH CDF AND MECHANICAL JOINT PLUG, CAP,
OR BLIND FLANGE TO BE INSTALLED ON BOTH ENDS.
17. AVOID CROSSING WATER OR SEWER MAINS AT HIGHLY ACUTE ANGLES. THE
SMALLEST ANGLE MEASURE BETWEEN UTILITIES SHOULD BE 45 TO 90
DEGREES.
18. WHERE WATER MAIN CROSSES ABOVE OR BELOW SANITARY SEWER, ONE
FULL LENGTH OF WATER PIPE SHALL BE CENTERED FOR MAXIMUM JOINT
SEPARATION.
19. AT POINTS WHERE EXISTING THRUST BLOCKING IS FOUND, MINIMUM
CLEARANCE BETWEEN THE CONCRETE BLOCKING AND OTHER BURIED
UTILITIES OR STRUCTURES SHALL BE 5 FEET.
GENERAL NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL CURRENTLY
ADOPTED WSDOT AND APWA SPECIFICATIONS AND PLANS, AND THE CITY OF
PORT ORCHARD MUNICIPAL CODE, THE CURRENTLY ADOPTED CITY OF PORT
ORCHARD PUBLIC WORKS ENGINEERING STANDARDS AND SPECIFICATIONS,
AND THE CURRENTLY ADOPTED SURFACE WATER DESIGN MANUAL.
2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED
ACCORDING TO THE PORT ORCHARD DESIGN STANDARDS. SOME ELEMENTS
MAY HAVE BEEN OVERLOOKED OR MISSED BY THE CITY OF PORT ORCHARD
CITY ENGINEER. ANY DEVIATION FROM ADOPTED STANDARDS IS NOT
ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF PORT
ORCHARD CITY ENGINEER, PRIOR TO CONSTRUCTION.
3. APPROVAL OF THESE ENGINEERING PLANS SUCH AS FOR ROADS, GRADING,
OR DRAINAGE DOES NOT CONSTITUTE AN APPROVAL OF ANY OTHER DESIGN
(E.G., WATER, SEWER, GAS, ELECTRICAL, ETC.).
4. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A
PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF PORT
ORCHARD PUBLIC WORKS DEPARTMENT AND THE CONTRACTOR.
5. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY OF
PORT ORCHARD PRIOR TO THE PRECONSTRUCTION MEETING..
6. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
7. CONSTRUCTION NOISE SHALL COMPLY WITH THE CURRENT POMC SECTION
9.24.050.
8. FRANCHISED UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWN
ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN
APPROVED SET OF PLANS IS SUBMITTED TO THE CITY OF PORT ORCHARD
PRIOR TO CONSTRUCTION.
9. THE VERTICAL DATUM SHALL BE NAVD 1988 AND THE HORIZONTAL DATUM
SHALL BE NAD 1983 HARN STATE PLANE WASHINGTON NORTH FIPS 4601
FEET.
10. ALL UTILITY TRENCHES SHALL BE BACKFILLED AND COMPACTED IN
ACCORDANCE WITH THE CITY OF PORT ORCHARD STANDARDS.
11. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED, COMPACTED TO 95%
MAXIMUM DENSITY, AND PREPARED FOR SURFACING IN ACCORDANCE WITH
WSDOT STANDARD SPECIFICATION 2-06.3.
12. OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED UNLESS
SPECIFICALLY APPROVED BY THE CITY OF PORT ORCHARD AND NOTED ON
THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN
ACCORDANCE WITH THE CITY OF PORT ORCHARD STANDARD
SPECIFICATIONS.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE
SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND
ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY
OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE
PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK
WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL
TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF
TRAFFIC AFFECTED. "TRAFFIC CONTROL" RELATED SECTIONS OF THE
WSDOT STANDARD SPECIFICATIONS SHALL APPLY IN THEIR ENTIRETY.
TRAFFIC CONTROL PLANS SHALL FOLLOW THE CURRENTLY ADOPTED
MUTCD MANUAL AS APPLICABLE.
14. TO PROTECT SIGNIFICANT TREES FROM THE IMPACTS OF THE PROPOSED
DEVELOPMENT, THE APPLICANT SHALL PROVIDE THE BEST PROTECTION
FOR SIGNIFICANT TREES PER THE REGULATIONS. AT A MINIMUM, ANY
SIGNIFICANT TREES TO BE RETAINED SHALL BE FENCED TWO FEET
OUTWARD FROM THE IDENTIFIED DRIP LINE. TREES THAT SUSTAIN DAMAGE
DURING CONSTRUCTION SHALL BE REPLACED PURSUANT TO POMC. A
REPRESENTATIVE OF THE CITY OF PORT ORCHARD DCD STAFF SHALL
VERIFY PROTECTIVE FENCING PLACEMENT PER THIS CONDITION PRIOR TO
ISSUANCE OF A NOTICE TO PROCEED FOR GRADING AND CLEARING. THE
CITY SHALL INSPECT TO EVALUATE THE CONDITION OF RETAINED TREES
AND ANY AND ALL CORRECTIONS WILL BE REQUIRED TO BE COMPLETED
PRIOR TO A FINAL INSPECTION AND RELEASE OF ANY POST FINANCIAL
GUARANTEES FOR THE SITE.
DRAINAGE GENERAL NOTES:
1. ALL STORM PIPE AND APPURTENANCES SHALL BE LAID IN ACCORDANCE TO
PORT ORCHARD DESIGN AND CONSTRUCTION STANDARDS. THIS SHALL
INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF
THE FOUNDATION MATERIAL, AND ANY REQUIRED BEDDING TO A UNIFORM
GRADE SO THAT THE ENTIRE DRAINAGE FACILITY IS SUPPORTED BY A
UNIFORMLY DENSE UNYIELDING BASE.
2. ALL STORM PIPE SHALL BE SUBJECT TO A LOW-PRESSURE AIR TEST IN
ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 7-04.3(1)F AND A
VIDEO INSPECTION IN ACCORDANCE WITH THE PORT ORCHARD DESIGN
STANDARDS.
3. STORM PIPE COVER MEASURED FROM THE FINISHED GRADE ELEVATION TO
THE TOP OF THE OUTSIDE SURFACE OF THE PIPE, SHALL BE 2 FEET
MINIMUM, UNLESS AUTHORIZED BY THE CITY OF PORT ORCHARD CITY
ENGINEER UNDER THE FOLLOWING CIRCUMSTANCES:
3.1. UNDER DRIVEWAYS THE PIPE COVER MAY BE REDUCED TO 1 FOOT
MINIMUM IF THE 2 FEET CANNOT BE ACHIEVED AND THE COVER IS
CONSISTENT WITH THE PIPE MANUFACTURER'S RECOMMENDATIONS.
3.2. IN AREAS NOT SUBJECT TO VEHICULAR LOADS, SUCH AS LANDSCAPE
PLANTERS AND YARDS, THE PIPE COVER MAY BE REDUCED TO 1 FOOT
MINIMUM.
3.3. IF DUCTILE IRON PIPE OR C900 PIPE IS USED, THE PIPE COVER MAY BE
REDUCED TO 1 FOOT MINIMUM.
4. ANY DRAINAGE STRUCTURE, SUCH AS A CATCH BASIN OR A MANHOLE, NOT
RECEIVING SURFACE RUNOFF AND NOT LOCATED WITHIN A TRAVELED
ROADWAY OR SIDEWALK SHALL HAVE A SOLID LOCKING LID.
5. ALL CATCH BASIN GRATES SHALL CONFORM TO THE CURRENTLY ADOPTED
STORMWATER MANAGEMENT MANUAL AND THE WSDOT STANDARD PLANS
WHEN LOCATED WITHIN THE RIGHT-OF-WAY, AND SHALL INCLUDE A
COMBINATION INLET FRAME (OPEN-CURB-FACE FRAME), WHEN LOCATED IN
A SUMP CONDITION OR BEFORE AN INTERSECTION WITH A 4% GRADE OR
GREATER. ALL CATCH BASINS WITHIN THE GUTTER LINE SHALL BE
INSTALLED IN ACCORDANCE WITH THE CITY OF PORT ORCHARD STANDARD
DETAILS AS APPLICABLE. MAXIMUM CATCH BASIN HEIGHT FROM FINISHED
GRADE TO PIPE INVERT SHALL BE PER THE APPLICABLE DETAIL.
6. FOR ANY CURB GRADE LESS THAN 0.8% (0.0080 FT/FT), INCLUDING CURB
RETURNS, A PROFESSIONAL LAND SURVEYOR, CURRENTLY LICENSED IN THE
STATE OF WASHINGTON, SHALL VERIFY THAT THE CURB FORMS OR STRING
LINES ARE AT THE GRADES NOTED ON THE APPROVED PLANS PRIOR TO
PLACEMENT OF CONCRETE. THE CONTRACTOR IS RESPONSIBLE FOR
SURVEY COORDINATION AND COSTS.
7. FOR ANY DRAINAGE PIPE GRADE LESS THAN 0.5% (0.0050 FT/FT), A
PROFESSIONAL LAND SURVEYOR, LICENSED IN THE STATE OF WASHINGTON,
SHALL VERIFY THAT THE AS-BUILT PIPE MATCHES THE GRADES NOTED ON
THE APPROVED PLANS PRIOR TO COMPLETION OF SUBGRADE. THE
CONTRACTOR IS RESPONSIBLE FOR SURVEY COORDINATION AND COSTS.
EROSION AND SEDIMENT CONTROL GENERAL NOTES:
1. APPROVAL OF THESE TEMPORARY EROSION AND SEDIMENT CONTROL
(TESC) PLANS DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD
OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES,
RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.).
2. THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION
MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES
IS THE RESPONSIBILITY OF THE APPLICANT/CESCL UNTIL ALL
CONSTRUCTION IS APPROVE.
3. THE BOUNDARIES OF THE CLEARING LIMITS SHALL BE CLEARLY FLAGGED BY
A CONTINUOUS LENGTH OF FENCING PRIOR TO CONSTRUCTION. DURING
THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING
LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED
BY THE APPLICANT/CESCL FOR THE DURATION OF CONSTRUCTION.
4. THE TESC FACILITIES SHOWN ON THESE PLANS ARE THE MINIMUM
REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE
CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AS
NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT
FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL COVER MEASURES,
ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES,
ADDITIONAL PERIMETER PROTECTION, ETC.), AS DIRECTED BY THE CITY
ENGINEER.
5. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CESCL
AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN
RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE TESC FACILITIES
AND SAMPLES TAKEN DURING THE WET SEASON (OCTOBER 1 TO APRIL 30)
AND OF MONTHLY REVIEWS DURING THE DRY SEASON (MAY 1 TO
SEPTEMBER 30).
6. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT
WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR
SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED
WITH THE APPROVED TESC METHODS (E.G., SEEDING, MULCHING, PLASTIC
COVERING, ETC.).
7. ANY AREA NEEDING TESC MEASURES NOT REQUIRING IMMEDIATE
ATTENTION SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS.
8. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO
ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE
LINES SHALL BE CLEANED PRIOR TO FINAL INSPECTION. THE CLEANING
OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO A
DOWNSTREAM SYSTEM.
9. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL
DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH AREAS CAN BE
SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS
SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET
SEASON. A MAP OF THOSE AREAS TO BE SEEDED AND THOSE TO REMAIN
UNCOVERED SHALL BE SUBMITTED TO THE CITY OF PORT ORCHARD CITY
ENGINEER. THE INSPECTOR CAN REQUIRE SEEDING OF ADDITIONAL AREAS
IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES, OR
DRAINAGE FACILITIES.
10. USE OF STRAW FOR EROSION AND SEDIMENTATION CONTROL IS NOT
ALLOWED AS A BMP FOR MAJOR PROJECTS.
RECOMMENDED CONSTRUCTION SEQUENCE:
1. CONDUCT A PRE-CONSTRUCTION MEETING WITH THE PUBLIC WORKS
DEPARTMENT.
2. POST "NOTICE OF CONSTRUCTION ACTIVITY" SIGN WITH NAME AND PHONE
NUMBER OF THE CESCL.
3. FENCE CLEARING LIMITS AND SIGNIFICANT TREES.
4. INSTALL CATCH BASIN PROTECTION.
5. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
6. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF
PORT ORCHARD STANDARDS AND MANUFACTURER'S RECOMMENDATIONS.
7. RELOCATE SURFACE WATER CONTROLS AND EROSION CONTROL
MEASURES, OR INSTALL NEW MEASURES TO ENSURE THAT AS SITE
CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN
ACCORDANCE WITH THE CITY OF PORT ORCHARD EROSION AND SEDIMENT
CONTROL STANDARDS.
8. COVER ALL AREAS THAT WILL BE IDLE FOR MORE THAN SEVEN DAYS DURING
THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH WOOD
FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT.
9. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
10. SEED OR SOD ANY AREAS TO REMAIN IDLE UNTIL SEED OR SOD IS
ESTABLISHED.
11. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE
STABILIZED AND BEST MANAGEMENT PRACTICES REMOVED, IF
APPROPRIATE.
SEWER GENERAL NOTES:
1. ALL WORK SHALL CONFORM TO THE CURRENT CITY OF PORT ORCHARD
PUBLIC WORKS ENGINEERING STANDARDS AND SPECIFICATIONS.
2. ALL NEW MANHOLES SHALL BE INSTALLED WITH A GU MANHOLE BASE LINER,
OR EQUAL.
3. TOPS OF MANHOLES WITHIN PUBLIC RIGHTS-OF-WAY SHALL NOT BE
ADJUSTED TO FINAL GRADE UNTIL JUST PRIOR TO PAVING.
4. ALL MANHOLES IN UNPAVED AREAS SHALL INCLUDE A CONCRETE SEAL
AROUND ADJUSTING RINGS PER STANDARD DETAIL 922.
5. THE CONTRACTOR SHALL ADJUST ALL MANHOLE RIMS TO BE FLUSH WITH
FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN.
6. ALL SEWER MAIN EXTENSIONS WITHIN THE PUBLIC RIGHT-OF-WAY OR IN
EASEMENTS MUST BE "STAKED" BY A SURVEYOR LICENSED IN WASHINGTON
STATE FOR "LINE AND GRADE" PRIOR TO STARTING CONSTRUCTION.
7. THE CONTRACTOR SHALL INSTALL, AT ALL CONNECTIONS TO EXISTING
DOWNSTREAM MANHOLES, SCREENS OR PLUGS TO PREVENT FOREIGN
MATERIALS FROM ENTERING EXISTING SANITARY SEWER SYSTEM. SCREENS
OR PLUGS SHALL REMAIN IN PLACE THROUGHOUT THE DURATION OF
CONSTRUCTION AND SHALL BE REMOVED ALONG WITH COLLECTED DEBRIS
AT THE TIME OF FINAL INSPECTION AND IN THE PRESENCE OF A
REPRESENTATIVE FROM PUBLIC WORKS.
8. THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF TEN FEET (10')
HORIZONTAL SEPARATION BETWEEN ALL WATER AND SEWER LINES. ANY
CONFLICTS SHALL BE REPORTED TO PUBLIC WORKS AND THE ENGINEER
PRIOR TO CONSTRUCTION.
9. THE CONTRACTOR SHALL ENSURE AND VERIFY THAT NO CONFLICTS EXIST
BETWEEN SANITARY SEWER LINES AND PROPOSED OR EXISTING UTILITIES
PRIOR TO CONSTRUCTION.
10. MINIMUM COVER OVER SEWER PIPE SHALL BE FIVE FEET, UNLESS
OTHERWISE SHOWN.
11. AVOID CROSSING WATER OR SEWER MAINS AT HIGHLY ACUTE ANGLES. THE
SMALLEST ANGLE MEASURE BETWEEN UTILITIES SHOULD BE 45 TO 90
DEGREES.
12. AT POINTS WHERE EXISTING THRUST BLOCKING IS FOUND, MINIMUM
CLEARANCE BETWEEN THE CONCRETE BLOCKING AND OTHER BURIED
UTILITIES OR STRUCTURES SHALL BE 5 FEET.
13. ALL SEWER MAINS AND APPURTENANCES SHALL BE AIR TESTED PER
SECTION 7-17.3(2)F OF THE WSDOT STANDARD SPECIFICATIONS. ALL
TESTING EQUIPMENT SHOWN ON THE CONSTRUCTION PLANS AND THAT ARE
NECESSARY FOR PERFORMING THE TEST SHALL BE FURNISHED AND
OPERATED BY THE CONTRACTOR. THE PIPELINE TRENCH SHALL BE
COMPACTED PRIOR TO TESTING SEWER LINES.
14. ALL TESTING AND CONNECTIONS TO EXISTING MAINS SHALL BE DONE IN THE
PRESENCE OF PUBLIC WORKS STAFF.
15. THE CONTRACTOR SHALL PROVIDE COLOR CCTV EQUIPMENT INCLUDING
TELEVISION CAMERAS, A TELEVISION MONITOR, CABLES, POWER SOURCES,
SIDE-LAUNCH CAPABLE IF NECESSARY, AND OTHER EQUIPMENT. FOCAL
DISTANCE SHALL BE ADJUSTABLE THROUGH A RANGE FROM 6 INCHES TO
INFINITY. THE CCTV EQUIPMENT SHALL INCLUDE A DISTANCE MEASURING
INSTRUMENT (DMI) TO MEASURE THE HORIZONTAL DISTANCE TRAVELED BY
THE CAMERA. THE DMI READOUT SHALL APPEAR CONTINUOUSLY ON THE
VIDEO PRODUCED BY THE INSPECTION AND SHALL BE ACCURATE TO LESS
THAN 1 PERCENT ERROR OVER THE LENGTH OF THE SECTION OF PIPELINE
BEING INSPECTED. FOR STORM OR SANITARY SEWERS, THE LENGTH IS
MEASURED FROM THE CENTERLINE OF THE MANHOLE OR CATCH BASIN TO
THE CENTERLINE OF THE NEXT MANHOLE OR CATCH BASIN.
ADA GENERAL NOTES:
1. MINIMUM RAMP LENGTH FOR TYPE PERPENDICULAR RAMPS SHALL BE 4.0
FEET, WITH A RAMP RUNNING SLOPE NOT TO EXCEED 7.5%. RAMP SHALL BE
LENGTHENED TO ACHIEVE 7.5% OR LESS SLOPE TO A MAXIMUM LENGTH OF
8 FEET. THE LENGTH OF THE RAMP MUST ALLOW FOR A MINIMUM 4 FOOT
TURNING SPACE BEHIND THE RAMP. THE LENGTH AND RUNNING SLOPE OF
THE RAMP MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING
CEMENT CONCRETE.
2. THE INTENDED CROSS SLOPE FOR ALL RAMPS AND ALL TURNING SPACES IS
1.5%. DUE TO EXISTING GUTTER AND ROADWAY SLOPES, ACHIEVING 1.5%
MAY NOT BE POSSIBLE. CONTRACTOR SHALL CONSTRUCT WITH CROSS
SLOPE AS CLOSE TO 1.5% (OR LESS) AS POSSIBLE WITHIN EXISTING
CONDITIONS. MINIMUM CROSS SLOPES SHALL BE 0.5%. CROSS SLOPE MUST
BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT CONCRETE.
3. AVOID PLACING JUNCTION BOXES OR OTHER OBSTRUCTIONS IN FRONT OF
RAMP ACCESS AREAS.
4. REPLACE SIDEWALK PANEL ADJACENT TO CURB RAMPS FOR A MINIMUM
LENGTH OF 5 FEET, OR TO NEAREST JOINT BEYOND 5 FEET UNLESS NOTED
OTHERWISE. THE REPLACEMENT LENGTH SHALL BE SUFFICIENT TO PROVIDE
A SMOOTH RUNNING SLOPE AND CROSS SLOPE TRANSITION BETWEEN NEW
AND EXISTING SIDEWALK. THE REPLACEMENT LENGTH AND MATCH IN POINT
MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING CEMENT
CONCRETE.
5. BACK OF WALK LIMITS VARY FOR EACH CURB RAMP LOCATION, SEE PAVING
PLANS FOR PLAN VIEW FOR EACH CURB RAMP.
6. MINIMUM FLARE LENGTH SHALL BE 4 FEET, WITH A MAXIMUM SLOPE OF
10.0%. FLARE SHALL BE LENGTHENED TO ACHIEVE A SLOPE OF 10.0% OR
LESS. FINAL LENGTHS AND SLOPES MUST BE APPROVED BY THE ENGINEER
PRIOR TO PLACING CEMENT CONCRETE.
7. MINIMUM RAMP LENGTH FOR TYPE PARALLEL, COMBINATION, AND SINGLE
DIRECTION RAMPS SHALL BE 4 FEET, WITH A RAMP RUNNING SLOPE NOT TO
EXCEED 7.5%. RAMP MAY BE LENGTHENED TO ACHIEVE 7.5% OR LESS SLOPE
TO A MAXIMUM LENGTH OF 15 FEET. THE LENGTH AND RUNNING SLOPE OF
THE RAMP MUST BE APPROVED BY THE ENGINEER PRIOR TO PLACING
CEMENT CONCRETE.
8. CURB RAMP LENGTHS SHALL BE ADJUSTED TO ACHIEVE REQUIRED SLOPES
TO ACCOMMODATE EXISTING SITE CONDITIONS. ALL SLOPES AND LENGTHS
MUST BE APPROVED BY THE ENGINEER PRIOR TO POURING CEMENT
CONCRETE. TO MEET ADA GUIDELINES A MAXIMUM CROSS SLOPE OF 2.0% IS
ALLOWED ON SIDEWALKS AND RAMPS.
9. THE LENGTH AND WIDTH OF CURB RAMPS SHALL BE MEASURED TO AND
FROM THE FINISHED EDGES OF CONCRETE AND EXCLUDING JOINTS.
10. THE BID ITEM "CEMENT CONC. CURB RAMP TYPE ____" DOES NOT INCLUDE
THE ADJACENT CURB & GUTTER, DEPRESSED CURB & GUTTER, PEDESTRIAN
CURB, OR SIDEWALKS.
11. CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ADA REQUIREMENTS FOR
ALL PEDESTRIAN FACILITIES AND TO MAKE SURE THAT MAXIMUM
ALLOWABLE SLOPES ARE NOT EXCEEDED IN ANY LOCATION. CONTACT THE
ENGINEER DURING CONSTRUCTION IF THERE ARE ANY AREAS THAT ADA
COMPLIANCE IS NOT POSSIBLE FOR UNFORESEEN REASONS.
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 182 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
3 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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EXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
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EXISTING RIGHT-OF-WAY
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CONSTRUCTION NOTES:
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LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
PRESERVE AND PROTECT EXISTING
SURVEY MONUMENT. DO NOT DISTURB.
Page 183 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
4 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2
SEC. 2 & 3 T.23N. R.1E. W.M.
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WSDOT LIMITED ACCESS RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
22
1
SR 1
6
SR 1
6
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 184 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
5 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
SR 1
6
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2
1
2
EXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
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1
1
1
WSDOT LIMITED ACCESS RIGHT-OF-WAY
6
BEGIN CURB REMOVAL BEGIN SIDEWALK REMOVAL
END CURB REMOVAL
END SIDEWALK REMOVAL
10
BEGIN CURB REMOVAL
BEGIN SIDEWALK REMOVAL
10 6
END CURB REMOVAL
END SIDEWALK REMOVAL
2
2
1
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 185 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
6 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2
EXISTING OVERHEAD POWER (TYP)
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SEC. 2 & 3 T.23N. R.1E. W.M.
8
BEGIN PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
2
2
2
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8 8
8
1
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
2
2
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
2
2
Page 186 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
7 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
1
22
EXISTING OVERHEAD POWER (TYP)
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SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
1
1
10
6
6
BEGIN PAINT LINE REMOVAL
8
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
8
END PAINT LINE REMOVAL
8
6
9
9
BEGIN PAINT LINE REMOVAL
BEGIN PAINT
LINE REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8
2
2
2
2
END PAINT LINE REMOVAL
1
BEGIN CURB REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8 8
8
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
2
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL8
END PAINT LINE REMOVAL
8
BEGIN PAINT LINE REMOVAL
2
2
2
8 28
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
Page 187 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
8 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP6
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
7
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
5
SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
8
8
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8
8
8
6
END PAINT LINE REMOVAL
2
2
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
10
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
8
8
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8
2
1 2 2 2
2
2
2
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
8
2
10 END CURB REMOVAL
1
2
1
1
1
1
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 188 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
9 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP7
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
8
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2
2
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
6
LI
P
P
E
R
T
D
R
W
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
1
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
8
BEGIN PAINT LINE REMOVAL
8
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
8
11
9 (9)
11
BEGIN PAINT LINE REMOVAL
6
88
8
8
10
5
37 12
11
11
2
11
END PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
BEGIN PAINT LINE REMOVAL
8
1
1
2
2
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
8
2
2
Page 189 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
10 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP8
SEC. 2 & 3 T.23N. R.1E. W.M. & SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
9
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2 1
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
7
SA
G
E
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
8
8
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL11 8
END PAINT LINE REMOVAL 11
BEGIN PAINT LINE REMOVAL
8
11
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
2
8
2
BEGIN PAINT LINE REMOVAL
8
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
2
Page 190 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
11 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP9
SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
1
0
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
8
SA
G
E
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
8
END PAINT LINE REMOVAL
11
BEGIN PAINT LINE REMOVAL
END PAINT LINE REMOVAL
BEGIN PAINT LINE REMOVAL
8
8
8
11
11
8
END PAINT LINE REMOVAL
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 191 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
12 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP10
SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
1
1
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
1
1
2
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
9
S
K
I
T
S
A
P
B
L
V
D
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
1
1
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
END PAINT LINE REMOVAL
8
8 END PAINT LINE REMOVAL
8
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
2
Page 192 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
13 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP11
SEC. 34 & 35 T.24N. R.1E. W.M.
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
1
1
22
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
S
P
1
0
SU
N
S
E
T
L
N
MA
Y
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
2 2
2
2
4
3
3
12
2
1
13
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
2
2
2
10 5
6
6
10
10
MATCH LINE
SEE SHEET SP12
5
2
2
Page 193 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SITE PREPARATION AND TESC PLAN SHEET
14 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SP12
SEC. 34 T.24N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
2
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
LEGEND:
ROADWAY EXCAVATION INCL. HAUL
PLANING BITUMINOUS PAVEMENT - 2"
SAWCUTTING
GENERAL NOTES:
1. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND IN
ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE PLANS.
2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB AND
GUTTER IN THE CORRECT LOCATION.
3. CLEARING AND GRUBBING LIMITS SHALL INCLUDE ALL NON-HARDSCAPED
LOCATIONS BETWEEN THE EXISTING EDGE OF PAVEMENT AND THE DAYLIGHT
WITH EXISTING GROUND. THE LIMITS MAY EXTEND TO THE RIGHT-OF-WAY, OR
AS DIRECTED BY THE ENGINEER. TREES WITHIN THE CLEARING AND
GRUBBING LIMITS SHALL BE PROTECTED UNLESS SHOWN ON THE PLANS AS
TO BE REMOVED.
4. TREES AND THEIR ROOT STRUCTURES SHALL BE REMOVED IN A MANNER
THAT IS NOT DESTRUCTIVE TO THE TREES THAT ARE TO REMAIN.
5. THE CONTRACTOR SHALL KEEP A MINIMUM 4 FOOT WIDE ACCESSIBLE
PATHWAY AT ALL TIMES THROUGH THE SITE OR AS DIRECTED BY THE
ENGINEER.
6. ADDITIONAL SAWCUT MAY BE REQUIRED FOR UTILITIES AND/OR PAVING
WORK.
7. ALL ITEMS SHALL BE PROTECTED AND MAINTAINED UNLESS OTHERWISE
NOTED.
8. REMOVE EXISTING IRRIGATION HEADS, VALVES, AND ALL OTHER RELATED
IRRIGATION EQUIPMENT AS NECESSARY FOR CONSTRUCTION WORK. CAP
EXISTING IRRIGATION LINES AT RIGHT-OF-WAY LINE. IRRIGATION SHALL BE
REINSTALLED AND DEEMED OPERATIONAL BY COPO MAINTENANCE
PERSONNEL PRIOR TO PROJECT ACCEPTANCE.
9. ALL SIDEWALK MATCH-IN LOCATIONS SHALL PROVIDE A SAWCUT AT THE
NEAREST JOINT.
10. CONTRACTOR SHALL COORDINATE WITH KITSAP TRANSIT ON TEMPORARY
BUS STOP LOCATIONS A MINIMUM OF 5 BUSINESS DAYS PRIOR TO BUS STOP
IMPACTS.
11. CONSTRUCTION ENTRANCE SHALL BE INSTALLED PER WSDOT STD. PLAN
I-80.10.
12. STORMWATER AND EROSION CONTROL BMP'S SHALL BE FOLLOWED IN
ACCORDANCE WITH THE 2019 STORMWATER MANAGEMENT MANUAL FOR
WESTERN WASHINGTON.
13. UTILITY TRENCHES SHALL CONFORM TO COPO STD. DETAIL 404. SEE UT
PLANS FOR FURTHER INFORMATION.
14. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS AND SHALL COMPLY
WITH RCW 58.09.130 AND WAC 332-120-040 IF ANY MONUMENT IS TO BE
DISTURBED.
15. CONTRACTOR SHALL CALL ONE-CALL BEFORE ANY EXCAVATION BEGINS AT
811.
16. EXISTING PAVEMENT MARKINGS AND SIGNS THAT CONFLICT WITH THE
CHANNELIZATION AND SIGNING PLAN SHALL BE REMOVED. SEE CH PLANS FOR
SIGN REMOVALS.
17. SEE UT PLANS FOR UTILITY RELATED REMOVALS.
18. HIGH VISIBILITY FENCE AND HIGH VISIBILITY SILT FENCE SHALL BE INSTALLED
PER WSDOT STD. PLANS I-10.10 AND I-30.17 AS DIRECTED BY THE ENGINEER
19. SEE DWG. GN1 FOR ADDITIONAL NOTES..
8
9
10
11
12
INSTALL INLET PROTECTION PER WSDOT STD. PLAN I-40.20
SAWCUT
EXISTING UTILITY POLE TO BE RELOCATED BY OTHERS (PSE)
PROTECT AND MAINTAIN EXISTING UTILITY POLE
REMOVE EXISTING CURB AND GUTTER (INCL. IN ROADWAY EXCAVATION
INCL. HAUL)
REMOVE EXISTING CURB (INCL. IN ROADWAY EXCAVATION INCL. HAUL)
PROTECT AND MAINTAIN EXISTING POWER PEDESTAL
REMOVE PAINT LINE
REMOVE PLASTIC CROSSWALK LINE
REMOVE EXISTING SIDEWALK (INCL. IN ROADWAY EXCAVATION INCL.
HAUL).
REMOVE PLASTIC TRAFFIC MARKING
EXISTING PEDESTAL TO BE RELOCATED BY OTHERS (CENTURYLINK)
PRESERVE AND PROTECT EXISTING SEPTIC DRAIN FIELD13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
MATCH LINE
SEE SHEET SP11
SU
N
S
E
T
L
N
Page 194 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
15 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV1
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
2
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAYEXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
SW
B
E
R
R
Y
L
A
K
E
R
D
EXISTING RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SIDNEY RD SW
2" CSTC
PAVEMENT PATCH SECTION
N.T.S
EXISTING GROUND
FINISHED GRADE
6" HMA CL 1/2 IN. PG 58H-22
HMA SHALL BE
PLACED IN 2 LIFTS
SAWCUT
EXISTING SUBGRADE
6
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
SAWCUT
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 195 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
16 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV2
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
1
POTTERY AVE
SR 1
6
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
3
SR 1
6
WSDOT LIMITED ACCESS RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
POTTERY AVE NON-MOTORIZED IMPROVEMENTSCAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 196 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
17 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV3
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H
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SE
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S
H
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T
P
V
4
POTTERY AVE
SR 1
6
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
2
13
WSDOT LIMITED ACCESS RIGHT-OF-WAY
1
11
5
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
13
11
18'
18'
18'
18'
18'
EXISTING CENTERLINE
5
SEEDING, FERTILIZING,
AND MULCHING
SEEDING, FERTILIZING, AND MULCHING
7
7
7
7
TYPICAL SECTION A-A
N.T.S
13'
SA
W
C
U
T
6'
EXISTING GROUND
6" HMA CL 1/2 IN. PG 58H-22
OVER 8" CSTC. PLACE HMA
IN 2 LIFTS
CEMENT CONC. SIDEWALK
OVER 2" CSTC
FINISHED GRADECEMENT CONC.
CURB AND
GUTTER
1'
2:1 M
A
X
2:1 MAX
EXISTING SUBGRADE
A
A
36'
6" HMA CL 1/2 IN. PG 58H-22
OVER 8" CSTC. PLACE HMA
IN 2 LIFTS
VARIES
3'-6'6'1'
CEMENT CONC.
CURB AND
GUTTER
FINISHED GRADE
SA
W
C
U
T
CEMENT CONC. SIDEWALK
OVER 2" CSTC
EXISTING SUBGRADE
2:1 M
A
X
2:1 MAX
ROCKERY PER DETAIL
ON DWG. MD1 ROCKERY PER DETAIL
ON DWG. MD1
2" GRIND AND OVERLAY
VARIES
0'-5'
VARIES
0'-23'
SA
W
C
U
T
SA
W
C
U
T
6" HMA CL 1/2 IN. PG 58H-22
OVER 2" CSTC. PLACE HMA
IN 2 LIFTS
6
6
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
6'
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 197 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
18 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV4
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
5
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
8
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
3
SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
86
6
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 198 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
19 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV5
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
9
10
10EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
4
SEC. 2 & 3 T.23N. R.1E. W.M.
4
9
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
10
BARK OR WOOD CHIP MULCH
BARK OR WOOD CHIP MULCH
SEEDING, FERTILIZING,
AND MULCHING
12
5
REFUGE ISLAND SECTION B-B
N.T.S
B
B CC
EXISTING GROUND
FINISHED GRADE
6" HMA CL 1/2 IN. PG 58H-22
OVER 8" CSTC. PLACE HMA
IN 2 LIFTS
EXISTING SUBGRADE
REFUGE ISLAND SECTION C-C
N.T.S
2'VARIES
11'
SA
W
C
U
T
SA
W
C
U
T
2'
CEMENT CONC.
TRAFFIC CURB DETECTABLE
WARNING SURFACE
6" HMA CL 1/2 IN. PG 58H-22
OVER 8" CSTC. PLACE HMA
IN 2 LIFTS
CEMENT CONC. SIDEWALK
OVER 2" CSTC OVER
NATIVE MATERIAL
6.5'4.5'8'
EXISTING GROUND
CEMENT CONC. SIDEWALK
OVER 2" CSTC OVER
NATIVE MATERIAL
FINISHED GRADE
DETECTABLE
WARNING SURFACE
2" BARK OR WOOD
CHIP MULCH OVER
8" TOPSOIL TYPE A
2" BARK OR WOOD
CHIP MULCH OVER
8" TOPSOIL TYPE A
CEMENT CONC.
TRAFFIC CURB
(TYP)
EXISTING SUBGRADE
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
6
6
6
8
7
7
8
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 199 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
20 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV6
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
7
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
5
SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
5
2
2
7
7
7
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 200 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
21 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV7
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
8
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
5
EXISTING OVERHEAD POWER (TYP)
LI
P
P
E
R
T
D
R
W
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
12
3
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
BARK OR WOOD CHIP MULCH
SEEDING, FERTILIZING,
AND MULCHING
7
R = 25'
L = 7.2'
R = 30'
4
SEEDING, FERTILIZING,
AND MULCHING
D
D
D
D
TYPICAL SECTION D-D
N.T.S
3'
SA
W
C
U
T
VARIES
0'-11.9'6'
EXISTING GROUND
6" HMA CL 1/2 IN. PG 58H-22
OVER 8" CSTC. PLACE HMA
IN 2 LIFTS
CEMENT CONC. SIDEWALK
OVER 2" CSTC
FINISHED GRADE
2" BARK OR WOOD
CHIP MULCH OVER
8" TOPSOIL TYPE A
CEMENT CONC.
CURB AND
GUTTER
PAVING LIMITS TO BE EITHER 3' FROM
FACE OF PROPOSED CURB OR 1' INSIDE
EXISTING EDGE OF PAVEMENT
1'
3:1 M
A
X
3:1 MAX
EXISTING SUBGRADE
5
R = 50'
L = 10.3'
R = 150'
L = 22.2'
R = 20'
9.8'
33.7'
39.4'
L = 134.5'
33.7'
5
7
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
6
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
3
7BARK OR WOOD CHIP MULCH
BARK OR WOOD CHIP MULCH
R = 56'
L = 11.6'
12.3'
SEEDING AND FERTILIZING
5
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 201 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
22 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV8
SEC. 2 & 3 T.23N. R.1E. W.M. & SEC. 34 & 35 T.24N. R.1E. W.M.
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
5 EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
7
SA
G
E
S
T
EXISTING RIGHT-OF-WAY
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
50'
SEEDING, FERTILIZING,
AND MULCHING
L = 134.5'
7
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 202 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
23 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV9
SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
1
0
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
S
K
I
T
S
A
P
B
L
V
D
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
POTTERY AVE NON-MOTORIZED IMPROVEMENTSCAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 203 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
24 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV10
SEC. 34 & 35 T.24N. R.1E. W.M.
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
5
11
EXISTING OVERHEAD POWER (TYP)
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
P
V
9
SU
N
S
E
T
L
N
MA
Y
S
T
EXISTING RIGHT-OF-WAY
4
2 4
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
12.5'
SEEDING, FERTILIZING,
AND MULCHING (TYP)
SEEDING, FERTILIZING,
AND MULCHING
2 2 2
11
12
12
6
PAVING LIMITS TO BE EITHER 3' FROM
FACE OF PROPOSED CURB OR 1' INSIDE
EXISTING EDGE OF PAVEMENT
D
D
6
R = 30'R = 30'
PROPOSED RIGHT-OF-WAY
8
2
7
6
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
MATCH LINE
SEE SHEET PV11
9 9
5
5
SEEDING, FERTILIZING,
AND MULCHING
SEEDING, FERTILIZING,
AND MULCHING
SEEDING, FERTILIZING,
AND MULCHING
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 204 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
PAVING PLAN SHEET
25 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
PV11
SEC. 34 T.24N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTSCAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
SU
N
S
E
T
L
N
MATCH LINE
SEE SHEET PV10
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
LEGEND:
6" HMA CL. 1/2 IN. PG 58H-22 OVER 8" CSTC
6" HMA CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
2" HMA CL. 1/2 IN. PG 58H-22
DETECTABLE WARNING SURFACE PER COPO STD. PLAN 341
CEMENT CONC. SIDEWALK PER COPO STD. PLAN 340 OVER 2"
CSTC
3" HMA FOR APPROACH CL. 1/2 IN. PG 58H-22 OVER 2" CSTC
6" CEMENT CONC. FOR DRIVEWAY OVER 2" CSTC
LANDSCAPING AND LANDSCAPE RESTORATION. LIMITS ARE
APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD.
ASPHALT TRANSITION RAMP
INSTALL CEMENT CONC. DRIVEWAY ENTRANCE TYPE 1 PER WSDOT STD.
PLAN F-80.10
INSTALL CEMENT CONC. CURB RAMP TYPE PERPENDICULAR A PER
WSDOT STD. PLAN F-40.15
INSTALL CEMENT CONC. CURB RAMP TYPE PARALLEL A PER WSDOT STD.
PLAN F-40.12
INSTALL CEMENT CONC. TRAFFIC CURB AND GUTTER PER COPO STD.
PLAN 300
ADJUST VALVE BOX TO GRADE
ADJUST CATCH BASIN TO GRADE
ADJUST MANHOLE TO GRADE
INSTALL CEMENT CONC. TRAFFIC CURB PER WSDOT STD. PLAN F-10.12
PROVIDE AND INSTALL RRFB AND RELATED ELEMENTS PER
MANUFACTURER'S REQUIREMENTS, SPECIAL PROVISIONS, AND DETAIL
ON DWG. MD2
INSTALL ASPHALT TRANSITION RAMP CONFORMING TO ADA
REQUIREMENTS
CEMENT CONC. PEDESTRIAN CURB PER COPO STD. PLAN 301
INSTALL ROCKERY PER DETAIL ON DWG. MD1
GENERAL NOTES:
1. PAVEMENT GRIND AND OVERLAY LOCATIONS SHALL BE COORDINATED
WITH THE CITY OF PORT ORCHARD ENGINEER.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL
BE INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF
INSTALLATION AND IN ALL EXISTING CATCH BASINS BEFORE
COMMENCING WORK PER THESE PLANS.
3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN EXISTING
HORIZONTAL AND VERTICAL INFORMATION REQUIRED TO PLACE CURB
AND GUTTER IN THE CORRECT LOCATION.
4. ALL SIDEWALKS SHALL MATCH INTO EXISTING AT THE NEAREST JOINT.
5. CONTRACTOR SHALL CRACK SEAL ALL PAVEMENT CRACKS IN
ACCORDANCE WITH THE PROJECT SPECIFICATIONS.
6. SEE UT PLANS FOR UTILITY INFORMATION AND TRENCH DETAILS.
7. ALL UTILITIES SHALL BE ADJUSTED TO FINISHED GRADE UNLESS NOTED
OTHERWISE.
8. SEE DWG. GN1 FOR ADDITIONAL NOTES.
9. ALL AREAS TO BE SEEDED AND FERTILIZED SHALL RECEIVE AN
APPLICATION OF TOPSOIL AT A DEPTH OF 4" AND COMPOST AT A DEPTH
OF 2". ALL SEEDING, FERTILIZING, AND MULCHING SHALL BE
COMPLETED BY HYDROSEEDING.
Page 205 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
MISCELLANEOUS DETAILS
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
26 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER MD1
ROCKERY DETAIL
N.T.S
NOTE
1
NOTE 9
1
1
6
1.0' MIN
4
NOTE 6
W
NOTE 5
NOTE 8
DRAIN PIPE
PF
TT
B
NOTE 2
4
2
1'-0"
2
1
1
1
TC
PC
1 MAN
2 MAN
3 MAN
4 MAN
5 MAN
6 MAN
50-200
200-700
700-2000
2000-4000
4000-6000
6000-8000
12-18
18-28
28-36
36-48
48-54
54-60
H
NO
T
E
3
D
H
NO
T
E
2
H
DESIGN AND POST CONSTRUCTION LIMITATIONS
PLACEMENT NOTES
KEY
LEGEND NOTES
ROCK WALL ELEVATIONROCK WALL SECTION
SIZE
1. MAXIMUM INCLINATION OF THE SLOPES ABOVE AND
BEHIND ROCK WALL SHALL BE 2:1
(HORIZONTAL:VERTICAL).
2. MINIMUM THICKNESS OF ROCK FILTER LAYER B=12
INCHES. MINIMUM EMBEDMENT D=18 INCHES.
3. MAXIMUM ROCK WALL HEIGHT H=8 FEET. ROCK
WALLS GREATER THAN 8 FEET IN HEIGHT SHALL BE
DESIGNED BY A CIVIL ENGINEER LICENSED IN THE
STATE OF WASHINGTON.
4. ROCK SHALL BE PLACED TO GRADUALLY
DECREASE IN SIZE WITH INCREASING WALL HEIGHT.
5. MINIMUM WIDTH OF KEYWAY EXCAVATION W,
SHALL BE EQUAL TO THE THICKNESS OF THE BASE
ROCK PLUS B (ROCK FILTER).
6. THE LONG DIMENSION OF THE ROCKS SHALL
EXTEND BACK TOWARD THE CUT OR FILL FACE TO
PROVIDE MAXIMUM STABILITY.
7. WHENEVER POSSIBLE EACH ROCK SHALL BEAR ON
TWO OR MORE ROCKS BELOW IT, WITH GOOD
FLAT-TO-FLAT CONTACT.
8. WHERE VOIDS OF GREATER THAN 6 INCHES IN
DIMENSIONS EXIST IN THE ROCK FACE AND THERE
IS NO ROCK CONTACT WITHIN THE ROCK WALL
THICKNESS, THE VOID SHALL BE CHINKED WITH
SMALL PIECES OF ROCK.
9. ROCKERIES MORE THAN 30 INCHES ABOVE GRADE
OR FLOOR BELOW SHALL BE PROTECTED BY A
BLACK COATED CHAIN LINK FENCE TYPE 4 PER
WSDOT STD. PLAN L-20.10.
10. ROCKERIES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE "ROCK WALL
CONSTRUCTION GUIDELINES", PREPARED BY THE
ASSOCIATED ROCKERY CONTRACTORS.
11. THE DENSITY OF ROCK MATERIAL SHALL BE A
MINIMUM OF 155 PCF. THE SIZE CATEGORIES FOR
ROCKS SHALL BE AS FOLLOWS:
APPROXIMATE
WEIGHT - LBS
APPROXIMATE
DIAMETER - INCHES
1. APPROVAL FOR THE PLACEMENT OF THE ROCKERY
WILL DEPEND ON EXISTING AND PROPOSED
UNDERGROUND UTILITY LOCATIONS.
H = HEIGHT OF ROCK WALL.
TT = NO TEMPORARY EXCAVATION WITHIN
5 FT BEHIND ROCKERY.
PF = NO PERMANENT EXCAVATION OR
SURCHARGING BEHIND ROCKERY
CLOSER THAN A DISTANCE EQUAL TO
H.
TC = NO TEMPORARY EXCAVATION BELOW
LIMITS DEFINED BY A LINE 1' OUT FROM
BASE OF ROCKERY WITH A SLOPE OF
1H:1V TO A DISTANCE EQUAL TO 2/3H
FROM ROCKERY BASE.
PC = MAX FINISHED GRADE OR PERMANENT
EXCAVATION DEFINED BY A FROM
BASE OF ROCKERY WITH A SLOPE OF
2H:1V FOR A MIN DISTANCE EQUAL TO
H FROM ROCKERY BASE.
BACKFILL FOR ROCK WALL PER WSDOT STD
SPEC SECTION 9-13.7(2)
CONCRETE ROCKERY CAP
UNDISTURBED NATIVE SOIL
SEED OR SOD ON 12" OF TOPSOIL WITH
UNDERLAYER OF FILTER FABRIC
4 INCH DIAMETER, HDPE OR SDR35 PVC,
PERFORATED OR SLOTTED, WITH SMOOTH
INTERIOR PIPE, WRAPPED W/
CONSTRUCTION GEOTEXTILE. SET SLIGHTLY
LOWER THAN THE BASE ROCK TO PREVENT
DAMAGE. LAY WITH A POSITIVE SLOPE TO
DISCHARGE AWAY FROM ROCKERY
DESIGNATES SIZE OF ROCK, I.E. 4 MAN. SEE
NOTE 11 EQUAL TO H.
4
3
3
2
ROCK FOR ROCK WALLS AND
CHINKING MATERIAL PER WSDOT
STD SPEC SECTION 9-13.7(1)
SIDEWALK
ROCKS SHALL BE CUBICAL, TABULAR,
OR RECTANGULAR IN SHAPE
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 206 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
MISCELLANEOUS DETAILS
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
27 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER MD2
NOTES
1. RECTANGULAR RAPID FLASHING BEACON SHALL BE
SOLAR POWERED UNLESS NOTED OTHERWISE IN
THE DRAWINGS.
2. RECTANGULAR RAPID FLASHING BEACON SHALL
HAVE SIGNS AND LIGHT BAR ON BOTH SIDES OF
PEDESTAL FOR POLE IN CENTER REFUGE ISLAND,
AND BE ORIENTED TO FACE ONCOMING VEHICULAR
TRAFFIC UNLESS NOTED OTHERWISE IN THE
DRAWINGS.
3. PEDESTRIAN PUSHBUTTON SHALL BE PROVIDED
FOR OUTER REFUGE ISLANDS ONLY. CENTER OF
BUTTON SHALL BE 3'-6" AS MEASURED FROM
WALKING SURFACE.
4. PEDESTRIAN PUSHBUTTON SHALL BE INSTALLED
PARALLEL TO CROSSWALK.
5. ALL POLES SHALL BE SLIP BASE.
6. POLE FOUNDATIONS SHALL BE PER WSDOT STD.
PLAN J-20.11 WHEN UTILIZING A CURB BASE,
OTHERWISE POLE FOUNDATIONS SHALL BE PER
WSDOT STD. PLAN J-21.10.
RRFB DETAIL
N.T.S
PUSHBUTTON ASSEMBLY
WITH R10-25 (9"x12")
3' - 6" ABOVE
SIDEWALK
7' - 0"
14' - 0"
W16-7P
24" x 12"
LIGHT BAR
S1-1
36" x 36"
CONTROL
CABINET
SOLAR PANEL, PANEL
SHALL BE ORIENTED
TO FACE SOUTH
WSDOT TYPE FB POLE
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
Page 207 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
28 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT1
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EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAYEXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
SW
B
E
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L
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D
EXISTING RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
UTILITY PLAN
CAP SEWER MAIN
FOR FUTURE
EXTENSION
1503 LF 10" HDPE SS FORCE MAIN
EXISTING 6" SS FORCE MAIN
3'
SIDNEY RD SW
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 208 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
29 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
SEC. 2 & 3 T.23N. R.1E. W.M.
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WSDOT LIMITED ACCESS RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
UTILITY PLAN
1503 LF 10" HDPE SS FORCE MAIN
EXISTING 6" SS FORCE MAIN
3'
SR 1
6
SR 1
6
BEGIN CASING OF 10" HDPE SS FORCE
MAIN PER CASING DETAIL, DWG. UT2
FORCE MAIN CASING DETAIL
N.T.S
MAX. DISTANCE BETWEEN
SPACERS SHALL BE 6' OC. 3
SKIDS MIN. PER PIPE LENGTH
10" HDPE SS FORCE MAIN
16" HDPE CASING
520 LF 16" HDPE SS FORCE MAIN CASING
PROVIDE 1" MIN
CLEAR BETWEEN
SKIDS AND CASING
10" HDPE SEWER
FORCE MAIN
16" HDPE CASING, CASING SHALL
CONFORM TO AWWA C900 AND
MEET WORKING PRESSURE
RATING OF 160 PSI, SDR 11
CARRIER PIPE JOINT
SPACERS SHALL BE A MINIMUM OF
2" FROM CARRIER PIPE JOINTS.
END SPACER SHALL BE PLACED 1'
MAX. FROM END OF CASING
1.5" SAND PORTS EVERY 10'
FILL ANNULAR SPACE WITH SAND
0.25" MIN. THICKNESS PULL
ON STYLE RUBBER END
SEALS WITH STAINLESS
STEEL BANDS AND CLAMPS
12" WIDE, 12 GAUGE MIN. STEEL BANDS
WITH STEEL RISERS AND GLASS
REINFORCE PLASTIC OR ULTRA HIGH
MOLECULAR WEIGHT RUNNERS
SECTION VIEW
PROFILE VIEW
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 209 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
30 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT3
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POTTERY AVE
SR 1
6
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
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WSDOT LIMITED ACCESS RIGHT-OF-WAY
UTILITY PLAN
1503 LF 10" HDPE SS FORCE MAIN
EXISTING 6" SS FORCE MAIN
3'
17.8'
PROVIDE 3' MINIMUM HORIZONTAL
CLEARANCE BETWEEN STORM AND
SANITARY SEWER UTILITIES. PROVIDE 1'
MINIMUM VERTICAL CLEARANCE.
3.5' MIN
PROVIDE 3' MINIMUM HORIZONTAL
CLEARANCE BETWEEN STORM AND
SANITARY SEWER UTILITIES. PROVIDE 1'
MINIMUM VERTICAL CLEARANCE.
12" SD
13 LF
MIN. SLOPE = 0.5%
2 3
1
12" SD
13 LF
MIN. SLOPE = 0.5%
2 3
1
16.2'
END CASING OF 10" HDPE SS FORCE
MAIN PER CASING DETAIL, DWG. UT2
520 LF 16" HDPE SS FORCE MAIN CASING
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 210 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
31 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT4
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
4
EXISTING OVERHEAD POWER (TYP)
MA
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SEC. 2 & 3 T.23N. R.1E. W.M.
UTILITY PLAN
1503 LF 10" HDPE SS FORCE MAIN
EXISTING 6" SS FORCE MAIN
17.8'
FORCE MAIN INSIDE DROP/RECEIVING MANHOLE
N.T.S
90° ELBOW
RECHANNEL EXISTING
MANHOLE
PIPE SUPPORT
(SEE DETAIL)
12" DUCTILE IRON
DROP STRUCTURE
PIPING
FLEXIBLE COUPLING
FORCE MAIN
12" EXTENSION
SET IN
GROUT
TEE (12"x10")
EXISTING MANHOLE
FRAME & COVER
ELEV. 245.8'
2" TYP
12
"
24
"
M
A
X
VA
R
I
A
B
L
E
SP
A
C
I
N
G
10
"
REPLACE EXISTING CONE TOP
WITH CONCENTRIC FLAT TOP
2'
M
I
N
FORCE MAIN DROP CLIP SUPPORT
N.T.S
SECTION
PLAN
1/2" SELF DRILLING ANCHORS
CONCRETE
MANHOLE
STAINLESS STEEL ANCHOR,
NUTS AND WASHERS (TYP)
2"x1/4" (MIN) STAINLESS
STEEL STRAPS
3/8"Ø (MIN) STAINLESS STEEL
NUTS, BOLTS AND LOCK
WASHERS (TYP)TO
S
U
I
T
2" MIN (TYP)
STRAP SUPPORT
ROUND OR CHAMFERED
CORNER (TYP)
2"
M
I
N
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 211 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
32 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT5
SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
EXISTING OVERHEAD POWER (TYP)
LI
P
P
E
R
T
D
R
W
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
UTILITY PLAN
12" SD
12 LF
MIN. SLOPE = 0.5%
2 3
1
EXISTING 6" SS FORCE MAIN
EXISTING 8" SD PIPE
1
12" SD
50 LF
MIN. SLOPE = 0.5%
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 212 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
33 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT6
SEC. 34 & 35 T.24N. R.1E. W.M.
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
2
EXISTING OVERHEAD POWER (TYP)
SU
N
S
E
T
L
N
MA
Y
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
5
13
9
UTILITY PLAN
1 - 8" 90° BEND (RJ)
1" WATER SERVICE
1" WATER SERVICES (4)(4)
1" WATER SERVICE
1" WATER SERVICE
226 LF 8" DI
12
18 LF 6" DI
14
12" SD
75 LF
MIN. SLOPE = 0.5%
15
15
PROPOSED RIGHT-OF-WAY
END ABANDON/CAP
EXISTING WATER MAIN
END FILL EXISTING WATER
MAIN WITH GROUT/CDFBEGIN ABANDON/CAP
EXISTING WATER MAIN
BEGIN FILL EXISTING WATER
MAIN WITH GROUT/CDF
6
11 LF 8" DI
NOTE: EXISTING UTILITY DEPTHS ARE UNKNOWN. FIELD
VERIFICATION WILL BE REQUIRED PRIOR TO STORM
PIPE INSTALLATION. POTENTIAL MODIFICATIONS TO
THIS PLAN MAY BE REQUIRED.
MATCH LINE
SEE SHEET UT7
10' MIN
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
10
BEGIN ABANDON/CAP
EXISTING WATER MAIN
BEGIN FILL EXISTING WATER
MAIN WITH GROUT/CDF
END ABANDON/CAP
EXISTING WATER MAIN
END FILL EXISTING WATER
MAIN WITH GROUT/CDF
1" WATER SERVICE
12.5'
CAP EXISTING
WATER MAIN
7 7
CAP EXISTING
WATER MAIN
(4)
7
7
7
5
5
5
5
15
15
CAP EXISTING
WATER MAIN
CAP EXISTING
WATER MAIN
8
11
16
8" PVC SS
61 LF
APPROX. COVER = 8'
5' DROP CONNECTION
8" PVC SS
224 LF
APPROX. COVER = 8'6" PVC SS
20 LF
SLOPE = 2.0%
17
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 213 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
34 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
UT7
SEC. 34 T.24N. R.1E. W.M.
EXISTING RIGHT-OF-WAY
16
SU
N
S
E
T
L
N
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
UTILITY PLAN
MATCH LINE
SEE SHEET UT6
EXISTING RIGHT-OF-WAY
12.5'
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
8" PVC SS
224 LF
APPROX. COVER = 8'
LEGEND:
EXISTING WATER MAIN OR SERVICE
EXISTING SEWER MAIN
EXISTING STORM DRAIN LINE
PROPOSED SEWER MAIN
PROPOSED STORM MAIN
PROPOSED WATER MAIN OR SERVICE
EXISTING OVERHEAD POWER
EXISTING GAS MAIN
EXISTING FIBER OPTIC LINE
EXISTING BURIED POWER
EXISTING BURIED TELEPHONE
GENERAL NOTES:
1. SEE DWG. GN1 FOR ADDITIONAL UTILITY NOTES.
2. STORM DRAIN INLET PROTECTION PER WSDOT STD. PLAN I-40.20 SHALL BE
INSTALLED ON ALL NEW CATCH BASINS AT THE TIME OF INSTALLATION AND
IN ALL EXISTING CATCH BASINS BEFORE COMMENCING WORK PER THESE
PLANS.
3. UTILITY TRENCHING AND ROADWAY RESTORATION SHALL BE IN
ACCORDANCE WITH COPO STD. PLANS 404, 801, AND 900.
4. ALL EXISTING UTILITIES SHALL BE PROTECTED UNLESS NOTED OTHERWISE.
5. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 36 INCHES OVER THE TOP OF
THE WATER MAIN.
6. EXISTING WATER MAIN SHALL REMAIN IN OPERATION UNTIL THE NEW
WATER MAIN IS OPERATIONAL.
7. THE BOTTOM OF THE WATER MAIN SHALL BE 18 INCHES MINIMUM ABOVE
THE TOP OF THE SEWER MAIN. IF IT IS DETERMINED THAT THIS IS NOT
FEASIBLE, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
8. THE DEPTH OF TRENCHING, INSTALLATION OF PIPES, AND BACKFILL SHALL
BE SUCH AS TO GIVE A MINIMUM COVER OF 60 INCHES OVER THE TOP OF
THE SEWER MAIN OR CASING PIPE.
9. ROADWAY AND SHOULDERS SHALL BE RESTORED IN-KIND UNLESS NOTED
OTHERWISE.
10. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO POTHOLE EXISTING
UTILITIES TO CONFIRM DEPTHS AND CONFIRM THERE WILL BE NO
CONFLICTS WITH PROPOSED INSTALLATIONS. THE ENGINEER SHALL BE
NOTIFIED IMMEDIATELY OF ANY ANTICIPATED CONFLICTS.
11. SEE DWG. GN1 FOR ADDITIONAL NOTES.
CONSTRUCTION NOTES:
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR VANED
GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.30
CONNECTION TO DRAINAGE STRUCTURE
PROVIDE AND INSTALL LOCKING SOLID METAL COVER FOR CATCH BASIN
PER WSDOT STD. PLAN B-30.20
DROP MANHOLE CONNECTION PER DETAIL ON DWG. UT4
SALVAGE EXISTING WATER METER BOX TO COPO OPERATIONS AND
MAINTENANCE. CAP EXISTING WATER SERVICE LINE. RELOCATE WATER
METER TO NEW WATER METER BOX
PLACE THRUST BLOCK FOR 90° BEND PER COPO STD. PLANS 803-A AND
803-B
PROVIDE AND INSTALL WATER METER BOX, METER SETTER, AND WATER
SERVICE LINE PER COPO STD. PLAN 860. EXISTING PRIVATE SIDE SERVICE
LINES SHALL BE EXTENDED TO CONNECT TO NEW METER SETTER
DROP MANHOLE CONNECTION PER COPO STD. PLAN 925
PROVIDE AND INSTALL CATCH BASIN TYPE 1 WITH RECTANGULAR
BI-DIRECTIONAL VANED GRATE PER WSDOT STD. PLANS B-5.20 AND B-30.40
WET TAP EXISTING 8" DUCTILE IRON WATER MAIN PER COPO STD. DETAIL
802. EXISTING MAIN SHALL BE POTHOLED PRIOR TO WET TAP TO CONFIRM
MATERIAL
PROVIDE AND INSTALL SIDE SEWER SERVICE AND CLEANOUT PER COPO
STD. PLANS 940 AND 941
REMOVE EXISTING BLIND FLANGE AND CONNECT WATER MAIN TO EXISTING
VALVE ASSEMBLY
RELOCATE EXISTING FIRE HYDRANT ASSEMBLY AND CONNECT TO EXISTING
VALVE ASSEMBLY PER COPO STD. PLAN 881
EXISTING AC WATER MAIN TO BE ABANDONED IN PLACE
REMOVE AND DISPOSE OF EXISTING VALVE BOX ASSEMBLY
PROVIDE AND INSTALL MANHOLE PER COPO STD. PLANS 920, 922, AND 924
EXISTING CAST IRON WATER MAIN TO BE ABANDONED IN PLACE
16
17
Page 214 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
35 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
2
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
(TYP)
SEC. 2 & 3 T.23N. R.1E. W.M.
SW
B
E
R
R
Y
L
A
K
E
R
D
EXISTING RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH1
2
(TYP)2
3
8.5'
12'
12'
4
SIDNEY RD SW
4
10
10
4 3
4
4
12'
12'
7'
8'
12'
12'
7'
8'
12'
8'
12'
8'
4'
4'
4'
4'
4'
4'
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
Page 215 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
36 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
1
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
3
WSDOT LIMITED ACCESS RIGHT-OF-WAY
WSDOT LIMITED ACCESS RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH2
4
8.5'
12'
12'
8.5'
7.8'
10
4 4
12'
8.2'
4
SR 1
6
SR 1
6
12'
8'
4'
5'
5'
4'4'2.5'4'
8'
9'
9'
SIGN SCHEDULE
1 SEE COPO STD. PLAN 500
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE DESCRIPTION
1R
REMARKS
R2-1
R2-1
24 30 SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST
REMOVE EXISTING SIGN AND POST
POST
HEIGHT
12 FT
SPEED LIMIT - 30 MPH
1
1R
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
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X
Page 216 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
37 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
SR 1
6
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
SEC. 2 & 3 T.23N. R.1E. W.M.
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WSDOT LIMITED ACCESS RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH3
4
SIGN SCHEDULE
2 SEE COPO STD. PLAN 500
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE
W6-1 EX EX DIVIDED HIGHWAY RELOCATE EXISTING SIGN TO NEW POST
POST
HEIGHT
12 FT
7.8'
12'
6'
6'
6'
5.2'
5.2'
6'12'
12'
6'
6'
6'
6'5.5'
4
5'
2
5
4
4
DESCRIPTION REMARKS
6
6 7
7
(TYP)
(TYP)
BEGIN BUFFERED BIKE LANE
END BUFFERED BIKE LANE
20' (TYP)
10
12'
8.2'
3
SEE COPO STD. PLAN 500 12 FT3 INSTALL SIGN ON NEW POST
INSTALL SIGN ON NEW POST UNDER R3-17
R3-17
R3-17bP
24 18
24 8
BIKE LANE
ENDS PLAQUE
5'
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
5.5'
Page 217 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:POTTERY AVE NON-MOTORIZED IMPROVEMENTS
SHEET
38 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
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SEC. 2 & 3 T.23N. R.1E. W.M.
CHANNELIZATION AND SIGNING PLAN
CH4
12'
12'
5.2'
5.2'
6'
6'
6'
6'
5
4
4
6
6 7
7
(TYP)
(TYP)
30°
(TYP)
5
12'
12'
6'
6'
6'
6'
9
814'
14'
20' (TYP)
11
10
10
END DOUBLE YELLOW CENTERLINE
BEGIN TWO-WAY LEFT TURN LANE
13
SIGN SCHEDULE
4 SEE COPO STD. PLAN 500
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE DESCRIPTION REMARKS
R2-1
S5-2
24 30 SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST W/ 36" HD 7 GA ANCHOR
INSTALL EXISTING SIGN ON NEW POST
POST
HEIGHT
14 FT END SCHOOL ZONE
4R R2-1 REMOVE EXISTING SIGN AND POSTSPEED LIMIT - 30 MPH
EX EX
4
4R
5R
EX EX
EX EX5R REMOVE EXISTING SIGN AND POSTW4-2 LANE ENDS
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
10
10
13
13
Page 218 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
39 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
MA
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POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
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SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
CHANNELIZATION AND SIGNING PLAN
CH5
5
4
4
6
6
7
7
(TYP)
(TYP)5
9
8
14'
6'
6'
6'
6'
12'
12'
14'
14'14'
30°
(TYP)
8
94
6
9
8
14'
SIGN SCHEDULE
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE DESCRIPTION REMARKS
S1-1
W16-7P
EX EX SCHOOL REMOVE EXISTING SIGNS AND POST
POST
HEIGHT
DIAGONAL ARROW7REX EX
8R
9R
EX EX
EX EX
EX EX
EX EX
W16-7P
W16-7P
SCHOOL
DIAGONAL ARROW
SCHOOL
DIAGONAL ARROW
EXISTING KITSAP
TRANSIT BUS STOP
(TYP)2
(TYP)2
4
6
9
8
4
6
4
6
4
6
20' (TYP)
14'
EXISTING KITSAP
TRANSIT BUS STOP
6'
6'
4'
4'
12'
12'
SEE MD2 FOR RRFB SIGN DETAILS
9R
8R
7R
SEE MD2 FOR RRFB SIGN DETAILS
REMOVE EXISTING SIGNS AND POST
REMOVE EXISTING SIGNS AND POST
6'
6'
10'
14'
11
100'
6'
4'
4'
12'
6'
4'
4'
6'
4'
6'6'
4'
4'
11'
11'
50'
14'
13
13
14
14
13
13
14
BEGIN TWO-WAY LEFT TURN CENTERLINE
BEGIN TWO-WAY LEFT TURN CENTERLINE
END TWO-WAY LEFT TURN CENTERLINE
BEGIN EDGE LINE
END TWO-WAY LEFT TURN CENTERLINE
BEGIN EDGE LINE
6R
6R REMOVE EXISTING SIGN AND POSTEX EX RIGHT LANE ENDSSPECIAL
S1-1
S1-1
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
12'
SEE MD2 FOR RRFB SIGN DETAILS
Page 219 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
40 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
MA
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SE
E
S
H
E
E
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7
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
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SE
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S
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5
SEC. 2 & 3 T.23N. R.1E. W.M.
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
CHANNELIZATION AND SIGNING PLAN
CH6
5
4
6
7
7
(TYP)
(TYP)5
9
8
14'
14'
14'
30°
(TYP)
8
9
4
6
20' (TYP)
6'
4'
12'
12'
4'
6'
14'
9
8
8
9
4
6
4
6
14'
14'
62'
8
9
EXISTING KITSAP
TRANSIT BUS STOP
62'14'
EXISTING KITSAP
TRANSIT BUS STOP 4
6
SIGN SCHEDULE
10R
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE
R3-7 EX EX LEFT LANE MUST TURN LEFT REMOVE EXISTING SIGN AND POST
POST
HEIGHT DESCRIPTION REMARKS
10R
6'
4'
12'
12'
4'
6'
11
14'
11
14'
11
14
13
14
14
14
13
1313
13
13
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
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X
Page 220 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
41 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SEC. 2 & 3 T.23N. R.1E. W.M.
MA
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S
H
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8
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
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L
I
N
E
SE
E
S
H
E
E
T
C
H
6
LI
P
P
E
R
T
D
R
W
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH7
12'
4'
6'
6'
4'
12'
5
14'
8
9
11R
SIGN SCHEDULE
11R
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE
R3-7 EX EX LEFT LANE MUST TURN LEFT REMOVE EXISTING SIGN AND POST
POST
HEIGHT DESCRIPTION REMARKS
30°
(TYP)20' (TYP)
6
4 7 (TYP)
10
R = 8'
R = 340'
L = 14.8'
R = 328'
L = 14.3'
4'
6'
4
6
7 (TYP)
3°
12'
12'
6'
3
3
(TYP)2
14
15
3
10
10
104
6'
4
14 SPECIAL EX EX CROSSING INSTRUCTIONS
15 R1-1 EX EX STOP RELOCATE EXISTING SIGN AND POST
EXISTING STEEL
EXISTING STEEL
RELOCATE EXISTING SIGN AND POSTEX
EX
5'
7.6'
11'
4'
11'
5'
4'
R = 340'
L = 22.3'
R = 329'
L = 21.5'
5'
11'
11'
5'
74.2'
34.6'
84.6'
4°
14'
14
13
13
END BUFFERED BIKE LANE
12
12 SEE COPO STD. PLAN 500 12 FT INSTALL SIGN ON NEW POST
INSTALL SIGN ON NEW POST UNDER R3-17
R3-17
R3-17bP
24 18
24 8
BIKE LANE
ENDS PLAQUE
BEGIN BUFFERED BIKE LANE
16R
1616R
R2-1 SPEED LIMIT - 25 MPH PLACE SIGN ON EXISTING STREET LIGHT POLESEE COPO STD. PLAN 500 12 FT24 3016
R2-1 EX EX SPEED LIMIT - 30 MPH REMOVE EXISTING SIGN
13
13 R1-1 EX EX STOP RELOCATE EXISTING SIGN AND POSTEXISTING STEEL EX
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
Page 221 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
42 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SEC. 2 & 3 T.23N. R.1E. W.M. & SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
9
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
7
SA
G
E
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH8
5'
11'
5'
11'
10.5'
11'
10.5'
4.5'
4.5'
4.5'
11'11'
4.5'4.5'5'5'
11'
5'5'
10.5'10.5'
60'50'
4
4
1011 1110
12
4
4
1113
4
10.5'
10.5'
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
Page 222 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
43 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
1
0
POTTERY AVE
EXISTING RIGHT-OF-WAY
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
8
SA
G
E
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH9
10.5'
5'
11'
5'
10.5'
114
5'
11'
10.5'
5'
5'
5'
4.5'
11'
4.5'
11'
4.5'
4.5'
11.5'
13 4
4
END TWO-WAY LEFT TURN LANE
BEGIN DOUBLE YELLOW CENTERLINE
10
10.5'
11'
11.5'
4
SIGN SCHEDULE
17 SEE COPO STD. PLAN 500
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE DESCRIPTION
17R
REMARKS
R2-1
R2-1
24 30 SPEED LIMIT - 25 MPH INSTALL NEW SIGN AND POST
REMOVE EXISTING SIGN AND POST
POST
HEIGHT
12 FT
SPEED LIMIT - 30 MPH
17R
17
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
Page 223 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
44 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SEC. 34 & 35 T.24N. R.1E. W.M.
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
1
1
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
9
S
K
I
T
S
A
P
B
L
V
D
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH10
11.5'
4.5'
4.5'
11'
4.5'
11'
11.5'
4.5'7'
50'
12'
12'
12'
12'
410
4
4
7'
7'
6'6'
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
X
XXR
X
4
Page 224 of 316
REVISED AS-BUILT
DESIGNED
CHECKED REVIEWED:
CITY OF PORT ORCHARD CAPITAL PROJECTS
216 PROSPECT STREET, PORT ORCHARD, WA 98366
PHONE: 360.876.4991
PROJECT MANAGER:
SHEET
45 OF 45
DRAWN
CHECKED
All work done in accordance with the City of Port Orchard Public Works Engineering Standards and
Specifications in effect on the date shown above, and supplemented by Project Provisions.
NAME OR INITIALS AND DATENAME OR INITIALS AND DATE
K. CHRIS HAMMER
DISCLAIMER: THIS PLAN WAS DEVELOPED FROM CITY OF PORT ORCHARD AND KITSAP COUNTY GIS
INFORMATION ALONG WITH AERIAL IMAGERY AND MAY NOT REPRESENT TRUE CONDITIONS IN THE FIELD.
SEC. 34 & 35 T.24N. R.1E. W.M.
POTTERY AVE
EXISTING RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
C
H
1
0
SU
N
S
E
T
L
N
MA
Y
S
T
POTTERY AVE NON-MOTORIZED IMPROVEMENTS
EXISTING RIGHT-OF-WAY
CHANNELIZATION AND SIGNING PLAN
CH11
12'
12'
6'
6'
12'
12'
12'
12'
12'
12'
6'6'6'6'
4
410 10
21
SIGN SCHEDULE
18
SIGN
NO.
SIGN
TYPE
SIZE
X (IN.) Y (IN.)
POST TYPE
D3-1 EX EX STREET NAME RELOCATE EXISTING SIGN TO NEW POST
POST
HEIGHT DESCRIPTION REMARKS
19 SPECIAL EX EX BUS STOP
20
EXISTING STEEL RELOCATE EXISTING SIGN AND POST
12 FT
EX
D11-1 EX EX BIKE ROUTE
21 R1-1 STOP RELOCATE EXISTING SIGNS (4) AND POST
1918
SEE COPO STD. PLAN 500 12 FT
R2-1 SPEED LIMIT - 25 MPHSEE COPO STD. PLAN 500 12 FT24 30
EX EX EXISTING STEEL EX
PROPOSED RIGHT-OF-WAY
3
INSTALL NEW SIGN AND POST
INSTALL SIGN BELOW SPEED LIMIT SIGN
CAW OCT 2023
KCH OCT 2023
CAW OCT 2023
KCH OCT 2023
OCT 2023
GENERAL NOTES:
1. EXISTING PAVEMENT MARKINGS AND SIGNS THAT
CONFLICT WITH CHANNELIZATION AND SIGNING PLAN
SHALL BE REMOVED.
2. CONTRACTOR SHALL COORDINATE WITH COPO
OPERATIONS AND MAINTENANCE PRIOR TO STRIPING AND
SIGNING.
3. ALL SIGNS REMOVED THAT WILL NOT BE RELOCATED SHALL
BE SALVAGED TO COPO OPERATIONS AND MAINTENANCE.
4. DIMENSIONS ADJACENT TO CURB AND GUTTER ARE
MEASURED FROM FACE OF CURB.
5. ALL PLASTIC PAVEMENT MARKINGS SHALL UTILIZE TYPE A -
LIQUID HOT APPLIED THERMOPLASTIC PER WSDOT
SPECIFICATIONS UNLESS OTHERWISE NOTED.
6. BICYCLE LANE SYMBOLS SHALL BE SPACED 500' MAXIMUM.
LEGEND:
NEW SIGN
REMOVE EXISTING SIGN
RELOCATE SIGN
NEW SIGN
EXISTING SIGN
CHANNELIZATION NOTES:
NOT USED
INSTALL PLASTIC CROSSWALK LINE PER COPO STD. PLAN 427
INSTALL PLASTIC 24" STOP LINE PER COPO STD. PLANS 427
AND 430
INSTALL PAINTED WHITE WIDE EDGE LINE PER WSDOT STD.
PLAN M-20.10
INSTALL TORCH DOWN PLASTIC BICYCLE LANE SYMBOL PER
WSDOT STD. PLAN M-9.50
INSTALL PAINTED WHITE EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED WHITE CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
INSTALL PLASTIC WHITE WIDE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PLASTIC WHITE DOTTED EXTENSION LINE PER
WSDOT STD. PLAN M-20.10
INSTALL PAINTED DOUBLE YELLOW CENTERLINE PER COPO
STD. PLAN 424
INSTALL PLASTIC TYPE 2L TRAFFIC ARROW PER COPO STD.
PLAN 430. SEE COPO STD. PLAN 424 FOR TWLTL ARROW
LAYOUT
INSTALL PLASTIC WHITE WIDE SOLID LANE LINE PER WSDOT
STD. PLAN M-20.10
INSTALL PAINTED YELLOW TWO-WAY LEFT-TURN CENTERLINE
PER COPO STD. PLAN 424
INSTALL PAINTED YELLOW EDGE LINE PER WSDOT STD. PLAN
M-20.10
INSTALL 8" PAINTED YELLOW CROSSHATCH MARKING PER
WSDOT STD. PLAN M-24.60
1
2
3
4
5
6
7
8
9
10
11
12
13
14
X
XXR
X
15
15
(TYP)
R2-1 SPEED LIMIT - 30 MPHEX EX REMOVE EXISTING SIGN TO NEW POST20R
20
20R
4
Page 225 of 316
Rev 3/18/22 JR
City of Port Orchard Pottery Ave Non-Motorized Improvements Project PROJECT # PW2023-002
_____________
APPENDIX B
POTTERY AVE NON-MOTORIZED IMPROVEMENTS STANDARD PLANS
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Rev 3/18/22 JR
City of Port Orchard Pottery Ave Non-Motorized Improvements Project PROJECT # PW2023-002
_____________
APPENDIX C
ASBESTOS GFI
Page 275 of 316
Pottery Asbestos GFI
County of Kitsap, Bureau of Land Management, Esri, HERE, Garmin,
INCREMENT P, NGA, USGS
Fire_Hydrants
yes
Water_Mains
ArcGISDB1.DBO.Parcel_Nov23
11/30/2023, 10:26:44 AM
0 0.03 0.050.01 mi
0 0.04 0.080.02 km
1:2,257
DP | County of Kitsap, Bureau of Land Management, Esri, HERE, Garmin, INCREMENT P, NGA, USGS |
Page 276 of 316
Rev 3/18/22 JR
City of Port Orchard Pottery Ave Non-Motorized Improvements Project PROJECT # PW2023-002
_____________
APPENDIX D
SUMMARY OF QUANTITIES
Page 277 of 316
Item No. Spec. Section
Total
Quantity Unit Item Description
Complete Streets Grant -
Sidewalk/Channelization
Sewer General Fund -
Sewer Force Main
Water General Fund -
Water Main
Replacement
Citywide Asphalt Fund -
Pavement Repair
A-1 1-09.7 1 LS Mobilization LS
A-2, B-1 1-04.4 SP 25000 CALC Minor Changes 10000 5000 5000 5000
A-3 1-05.18 SP 1 LS Record Drawings (Minimum Bid $2,000)LS
A-4 1-07.15 1 LS SPCC Plan LS
A-5, B-2 1-10.4 SP 1 LS Project Temporary Traffic Control LS LS LS LS
A-6 2-01 0.4 AC Clearing and Grubbing 0.4
B-3 2-02 SP 1 LS Removal and Disposal of Asbestos Material LS
B-4 2-02 SP 1 LS Removal of Structures and Obstructions LS
A-7, B-5 2-03 2080 CY Roadway Excavation Incl. Haul 650 600 90 740
A-8, B-6 2-03 265 TON Gravel Borrow Incl. Haul 10 255
A-9 2-09 330 CY Structure Excavation Class A Incl. Haul 330
A-10 2-09 1 LS Shoring or Extra Excavation Class A LS
A-11, B-7 2-09 1400 CY Structure Excavation Class B Incl. Haul 120 1280
A-12, B-8 2-09 14470 SF Shoring or Extra Excavation Class B 880 12505 1085
A-13, B-9 4-04 1610 TON Crushed Surfacing Top Course 550 630 90 340
A-14 5-03 1 FA Crack Sealing Bit Pvmt - FA 1
A-15, B-10 5-04 SP 2370 SY Planing Bituminous Pavement 170 890 530 780
A-16, B-11 5-04 SP 2270 TON HMA Cl. 1/2 In. PG 58H-22 280 630 140 1220
A-17 5-04 SP 5 TON HMA for Approach Cl. 1/2 In. PG 58H-22 5
A-18 7-04 160 LF Testing Storm Sewer Pipe 160
A-19 7-04 SP 160 LF High-Density Polyethylene (HDPE) Pipe 12 In. Diam.160
A-20, B-12 7-05 5 EA Adjust Manhole 1 4
A-21, B-13 7-05 13 EA Adjust Catch Basin 9 1 3
A-22 7-05 5 EA Catch Basin Type 1 5
A-23 7-05 5 EA Connection to Drainage Structure 5
A-24 7-05 SP 3 EA Locking Solid Metal Cover for Catch Basin 3
B-14 7-05 SP 2 EA Drop Manhole Connection 2
B-15 7-05 SP 2 EA Manhole 48 In. Diam. Type 1 2
A-25 7-08 50 CY Gravel Backfill for Pipe Zone Bedding 50
B-16 7-09 SP 20 LF Ductile Iron Pipe for Water Main 6 In. Diam.20
B-17 7-09 SP 240 LF Ductile Iron Pipe for Water Main 8 In. Diam.240
B-18 7-09 SP 440 LF Abandon Existing Water Main 440
A-26, B-19 7-12 SP 14 EA Adjust Valve Box 1 4 9
B-20 7-12 SP 1 EA Tapping Sleeve and Valve Assembly 8 In.1
B-21 7-14 1 EA Moving Existing Hydrant 1
B-22 7-15 SP 8 EA Service Connection 1 In. Diam.8
B-23 7-17 SP 1820 LF Testing Sewer Pipe 1820
B-24 7-17 SP 1510 LF High-Density Polyethylene (HDPE) Pipe 10 In. Diam.1510
B-25 7-17 SP 520 LF High-Density Polyethylene (HDPE)Casing Pipe 16 In. Diam.520
B-26 7-17 SP 20 LF PVC Sanitary Sewer Pipe 6 In. Diam.20
B-27 7-17 SP 290 LF PVC Sanitary Sewer Pipe 8 In. Diam.290
B-28 7-19 SP 1 EA Sewer Cleanout 1
A-27, B-29 8-01 37 EA Inlet Protection 19 5 4 9
A-28 8-01 770 LF High Visibility Fence 770
A-29 8-01 1 LS Erosion Control and Water Pollution Prevention LS
A-30, B-30 8-02 SP 590 SY Seeding, Fertilizing, and Mulching 570 10 10
A-31 8-02 SP 70 SY Bark or Wood Chip Mulch 70
A-32, B-31 8-02 SP 590 SY Fine Compost 570 10 10
A-33, B-32 8-02 SP 650 SY Topsoil Type A 630 10 10
A-34 8-04 65 LF Cement Conc. Pedestrian Curb 65
A-35, B-33 8-04 55 LF Cement Conc. Traffic Curb 45 10
A-36, B-34 8-04 1860 LF Cement Conc. Traffic Curb and Gutter 1850 10
A-37 8-06 130 SY Cement Conc. Driveway Entrance Type 1 130
A-38 8-12 SP 420 LF Coated Chain Link Fence Type 4 420
A-39 8-14 3 EA Cement Conc. Curb Ramp Type Perpendicular A 3
A-40 8-14 4 EA Cement Conc. Curb Ramp Type Parallel A 4
A-41, B-35 8-14 770 SY Cement Conc. Sidewalk 750 10 10
A-42 8-14 35 SF Detectable Warning Surface 35
A-43 8-20 SP 1 LS RRFB System (Middle School)LS
A-44 8-21 SP 1 LS Permanent Signing LS
A-45, B-36 8-22 9340 LF Paint Line 7640 1060 220 420
A-46 8-22 700 LF Plastic Line 700
A-47, B-37 8-22 7310 LF Painted Wide Line 5180 1420 160 550
A-48 8-22 820 LF Plastic Wide Line 820
A-49 8-22 1510 LF Painted Crosshatch Marking 1510
A-50 8-22 80 LF Plastic Stop Line 50 30
A-51, B-38 8-22 470 SF Plastic Crosswalk Line 340 95 35
A-52 8-22 8 EA Plastic Bicycle Lane Symbol 8
A-53 8-22 16 EA Plastic Traffic Arrow 16
A-54 8-22 8100 LF Removing Paint Line 8100
A-55, B-39 8-22 170 SF Removing Plastic Crosswalk Line 160 10
A-56 8-22 15 EA Removing Plastic Traffic Marking 15
A-57 8-24 100 TON Backfill for Rock Wall 100
A-58 8-24 SP 170 TON Rock for Rock Wall 170
Summary of Quantities
Pottery Ave Non-Motorized Improvements
City of Port Orchard
October 2023
Page 278 of 316
Rev 3/18/22 JR
City of Port Orchard Pottery Ave Non-Motorized Improvements Project PROJECT # PW2023-002
_____________
APPENDIX E
WSDOT UTILITY ACCOMMODATION PERMIT AND PERMIT PROVISIONS
Page 279 of 316
October 19, 2023
City of Port Orchard
Attn: Christian Williams
216 Prospect Street
Port Orchard, WA 98366
Re: SR 16 MP 25.92-25.95
Franchise UF-OL-2023-007
Executed
Dear Christian Williams:
Attached is a scanned copy of the above-referenced franchise amendment to construct and
operate a sewer system along a portion of SR 16 in Kitsap County.
Before beginning work, please telephone the Department’s representative shown on Exhibit
“A”, Page 1 to advise as to your start of work date and to schedule the required preconstruction
conference. No work is authorized within the highway right of way until this notice is given.
The Department has set up a reimbursable account to recover additional costs incurred for
review and inspection of the franchise amendment. This is consistent with the terms and
conditions of the application.
Please be aware that General Provision #10 requires notification for final inspection of this
project and Special Provisions #1, #2, #43 and #44 have requirements that must be completed
prior to beginning work.
Sincerely,
Cameron Minten
Cameron Minten
Utility Project Support and Accommodations Engineer
CM
Attachments
JC8626-01
Page 280 of 316
Page 281 of 316
Utility Company:
Location:
Utility Accommodation
16 ML 25.92 25.95Link Link
(Permit or Franchise)
City of Port Orchard
UF-OL-2023-007 10 - 19 - 2048 JC8626 01
3-13-2023 Cameron Minten Olympic: PO Box 47440, Olympia, WA 98504-7440
Franchise Amendment Category 2 - Medium Impact $300 Full - LF
Page 282 of 316
Utility Company:
Exhibits
Vicinity Maps
Departmental Approval
Utility Accommodation
(Permit or Franchise)
City of Port Orchard
UF-OL-2023-007 10 - 19 - 2048 JC8626 01
3-13-2023 Cameron Minten Olympic: PO Box 47440, Olympia, WA 98504-7440
Franchise Amendment Category 2 - Medium Impact $300 Full - LF
7
1
15
Minimum Coverage Detail
1
Open Trench Detail
1
Utility Design Criteria and General Notes 2
Notification of Maintenance Operations 1
16 ML 25.92 25.95Link Link
Devin Maher - Olympic Region Utility Engineer 10/19/2023
Page 283 of 316
General Provisions for the Utility
Accommodation Application
Page 284 of 316
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Minimum Work Zone Clear Zone Distance
Posted Speed Distance From Traveled Way (ft)
Page 288 of 316
Special Provisions for Utility
Accommodation Application
Applicable provisions are denoted by ()
Cameron Minten
Utility Inspection Engineer
7407 31st Ave NE
Lacey
WA 98516
360-357-2618
MintenC@wsdot.wa.gov
five (5)
five (5)
see Special Provision #33
Bradley M. Berry, P.L.S.
360-357-2754
BerryB@wsdot.wa.gov
Page 289 of 316
BOND AND INSURANCE COVERAGE
UNDERGROUND FACILITIES
Roger Kiers
360-570-6638
kiersro@wsdot.wa.gov
Page 290 of 316
AERIAL/ABOVEGROUND FACILITIES
"B" & "C"
"E"
fourteen
14
Page 291 of 316
MAINTENANCE
"B" & "C"
five 5
Page 292 of 316
Port Orchard Maintenance 360-874-3050
360-357-2618
Page 293 of 316
Cameron Archie 360-570-6674
Page 294 of 316
Perry Herland
360-357-2669
HerlandP@wsdot.wa.gov
Jeff Smiley
2
8293 Spring Creek Road SE
Port Orchard,WA 98367
360-874-3052
SmileyJ@wsdot.wa.gov
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