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HomeMy WebLinkAboutBLD10-033CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 989705201 PERMIT NO. BLD10-033 ISSUED DATE 05/10/2010 EXPIRATION DATE 11/06/2010 ADDRESS 315 JACKSON STREET CONSTRUCTION TYPE V-B OCCUPANT LOAD OWNER - PORT OF PORT TOWNSEND PROJECT DESCRIPTION ADA compliant stair (exterior) , new 2nd floor exterior doo CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP JATE COMMENT FOOTING FOUNDATION PIERS FRAMING STRUCTURAL STEEL MISCELLANEOUS FINAL BLDG./C OF O FINAL PUBLIC WORKS TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # BCD 10- 0°35 DATE RECEIVED _2—4~10 SCOPE OF WORK: ADA COMO excleviuy Shey ACW 2na Soow cKteviol AwoY, New “wam" A©ocs DATE ACTION INITIALS 2-A—10 ENTERED INTO CHET Mw 2-A-10 CHECKED FOR COMPLETENESS Mw Al7-10 i Plaw vrevew comolele (See letter ts Fle ) G- \-10 \nv . 40 SE Zoning: M~U C3) Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX (360) 344-4619 FINDINGS, CONCLUSIONS AND DECISION of the SHORELINES ADMINISTRATOR Minor Shoreline Substantial Development Permit and Critical Area Review File No. LUP 09-082 Date: May 10, 2010 Applicant and Port of Port Townsend Property Owner: c/o Jim Pivarnik, Deputy Director PO Box 1180 Port Townsend, WA 98368 Staff Contact: John McDonagh, DSD Planner Appeal Deadline: May 24, 2010 PROPOSAL DESCRIPTION Two buildings located within 200-feet of the waters in Point Hudson Marina and Admiralty Inlet are involved with this application. One building contains the Shanghai Restaurant and is located at 265 Hudson Street. The other structure is known as the Sail Loft building and is located at 315 Jackson Street. The request is for Minor Shoreline Substantial Development Permit approval for construction of a new accessible (ADA) entry ramp on the east facade of the Shanghai Restaurant. Also, the request proposes a new 2-story exit staircase along the south facade of the Sail Loft building. According to the City’s Critical Areas maps, the subject properties are mapped as being within a seismic/landslide erosion critical area. The City’s Shoreline Master Program (SMP) incorporates the Critical Areas Ordinance (CAO) by reference (Chapter 6 of the SMP). All appropriate findings and conclusions concerning Critical Area review will be included in the Minor Shoreline Substantial Development Permit decision. A separate Critical areas permit is not required. The properties are legally described as “Tax 21” along with Lots 1-4, Block 45 and Lots 1 & 3, Block 52 being a portion of the Pt. Townsend Original Townsite, The Jefferson County tax parcel numbers for the site is 001 013 001, 989-704-501 and 989-705-201, all lying within the SW % of Section 1, Township 30 North, Range 1 West, W.M. Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 2 of 10 FINDINGS OF FACT, CONCLUSIONS AND DECISION OF THE SHORELINES ADMINISTRATOR After respectful consideration of the above-referenced Minor Shoreline Substantial Development application and supporting documents, the Shoreline Administrator makes the following findings of fact, conclusions and decision. FINDINGS OF FACT Project Description & Background 1. The applicant proposes construction that meets the definition of Minor Substantial Development under the City’s Shoreline Master Program (SMP). Said construction would occur entirely on upland portions of property owned by the Port of Port Townsend at Point Hudson Marina. Point Hudson contains approximately 32 acres of uplands and tidelands dotted with numerous buildings, most of which date from the 1930’s and 1940’s. Due to the presence of seismic hazard soils that underlie the site, the project also requires review under the City’s Critical Areas Ordinance (PTMC 19.05). The SMP request is consolidated with the Critical Area review in this decision. (Exhibit A — Minor Shoreline Substantial Development application (JARPA) and site plans). The subject proposal involves exterior construction on two buildings at Point Hudson. One aspect of the project would construct a new accessible (ADA) entry ramp on the east fagade of the Shanghai Restaurant. The second aspect of the request would construct a new 2-story exit staircase along the south facade of the Sail Loft building. Each Minor Shoreline Substantial Development request is considered a Type II application under Port Townsend Municipal Code (PTMC, Chapter 20.01). DSD staff processes and reviews each Type II shoreline request and prepares a recommendation for consideration by the City’s Shoreline Administrator, who renders a final decision. Appeals of the Shoreline Administrator’s decision are heard first by the City’s Hearing Examiner Shoreline Master Program and Zoning 4. The buildings are located within the Point Hudson Marina District environmental designation (Point Hudson District) of the City’s Shoreline Master Program (SMP); however, each building lies within a different subdistrict of the Point Hudson District. The Shanghai Restaurant building is location within the subdistrict referred to as Point Hudson East. The Sail Loft is located in the Maritime Heritage Corridor Subdistrict. The overall purpose of the Point Hudson District is to provide a variety of water-oriented and other limited uses appropriate to a traditional small scale marina, together with marine trades, artisan and general public use. This SMP designation promotes adaptive reuse of the existing buildings at Point Hudson and a mix of water-dependant and water-related uses that are compatible with the district’s historic character. It also encourages historic preservation of the Point Hudson buildings, emphasizes increased public access to the shoreline and fostering ecological restoration of the eastern point. A mix of water-oriented uses with other Port of PT, Sail Lofi/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 3 of 10 limited activities that promote adaptive reuse are accommodated at Point Hudson so long as they are compatible with the historic, marine-related character of the area. 6. Inthe Point Hudson East Subdistrict, water-oriented uses and a limited number of nonconforming uses (the latter includes a number of visitor serving uses) that are compatible with the historic character of the buildings have successfully evolved in this subdistrict. Limited new development and adaptive reuse of existing buildings is allowed within the Point Hudson East Subdistrict to encourage public access and open space and to facilitate the revitalization and rehabilitation of existing buildings. 7. The Maritime Heritage Corridor Subdistrict is intended to continue support the majority of marine trades and other water-dependent and water-related uses located in Point Hudson. This subdistrict is well suited for this role due its proximity to the marina and haul-out facilities and because of the buildings’ suitability for small scale marine trades use. Limited water-enjoyment uses are also appropriate uses in this subdistrict. Non-water-oriented uses should be limited to minor portions of a development housing a mix of uses. 8. Pursuant to PTMC Title 17.22, the underlying zoning for all of Point Hudson is M-II(B) — Point Hudson Marina. The M-II(B) zone accommodates a variety of marine-related uses, but at smaller scale appropriate to Point Hudson. The district promotes mixed use projects which incorporate water-oriented uses, consistent with the historic, marine-related character of the area. Within certain eligible buildings, including the Shanghai Restaurant, a limited range of non-water-oriented uses are allowed as a means to promote adaptive reuse of the original Point Hudson Station buildings. 9. The site also lies within the Port Townsend Historic Overlay District, which encompasses a National Historic Landmark recognized by the U.S. National Park Service. As such, all exterior changes to the buildings at Point Hudson are subject to Historic District Design Review approval pursuant to PTMC 17.30. The changes proposed to both buildings were reviewed by the City’s Historic Preservation Committee, who recommended approval of the changes to the Development Services Director (HPC09-044). The Director granted Design Review approval for the exterior improvements on December 18, 2009 (Exhibit B — Certificate of Approval, HPC09-044). Public Notice, SEPA and Critical Area review 10. Initial public notice of the project was provided pursuant to Chapter 20.01 PTMC, including a 30-day Notice of Application comment period. Said Notice was published in the local newspaper, mailed to neighbors within 300 feet of the site, and posted at the site on December 30, 2009 (Exhibit C — Notice of Application). The comment period ended January 29, 2010 and no written comments were received. 11. The project was found to be categorically exempt from review under the State Environmental Policy Act (SEPA) as minor new construction. 12. The project site is mapped as being within two mapped Critical Areas (seismic hazard and aquifer recharge) and is therefore subject to the provisions of PTMC 19.05. Pursuant to Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUPO9-082 Page 4 of 10 PTMC 19.05.040.E.1.j, for projects located within either a seismic hazard or aquifer recharge area, the Director may waive compliance with the application and delineation requirements of the section and compliance with the performance standards for development contained in PTMC 19.05.060. The DSD Director finds that the performance standards for development within a seismic hazard critical area will be met by the project through application of the building code. No useful purpose would be furthered by requiring compliance with the Critical Area code application requirements or the performance standards for development. However, as the project is also subject to review under the SMP, a consistency analysis with the Critical Area provisions of the SMP are still provided. Shoreline Master Program Policies and Performance Standards 13. The following sections of the Port Townsend Shoreline Master Program (SMP) were reviewed as part of the requested use: 5.13 Point Hudson 6.5 Critical Areas — General 6.8 Critical Geologically Hazardous Areas 8.6 Commercial Development 14. Project consistency with the above SMP sections, including all applicable management principals, policies and development regulations, are provided in the Findings below. The reviewed principals, policies and development regulations are listed in italics, with a Development Services Department staff (DSD) analysis following in regular text 15. Shoreline areas designated Point Hudson Marina District: “encompasses Port and private properties that are occupied by the Point Hudson marina and associated uses including marine trades, maritime educational use, visitor-serving commercial, recreational and moorage.” (SMP Chapter 5.13) 16. The overall Management Principals, Policies and Development Regulations for Point Hudson applicable to either project are as follows: Management Principles: Development and rehabilitation of existing buildings should be based on the following principles; 1. Allow incremental, evolutionary changes to existing buildings and shoreline uses, starting with current use patterns. Policies Policy 5.13.4 Limit the size and total square footage of restaurants in order to protect Point Hudson’s small-scale character and emphasize marine-trades as the priority uses in this district. Policy 5.13.11 Public view corridors in Point Hudson identified in Appendix B should be protected and enhanced through appropriate design (e.g., modulation of building heights and massing). Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 5 of 10 Policy 5.13.13 Retain the small-scale character of Point Hudson. Policy 5.13.15 Work in collaboration with the Port of Port Townsend to help keep Point Hudson financially self-supporting. Development Regulations DR-5.13.9 New development/redevelopment shall be compatible with the scale, bulk, materials and design of the Point Hudson Station Buildings. DR-5.13.13 New development shall strive to maintain/enhance key public views including the view eastward from the end of Water Street, views across and along the boat basin, and eastward from Jefferson Street. DR-5.13.15 Retain historic character of existing buildings. The Secretary of the Interior’s Guidelines for Rehabilitation of Historic Structures shall be used for modifications proposed to buildings that exceed 50 years in age or otherwise qualify for historic status. Additional design guidelines are contained in PTMC 17.30.140 Historic overlay district — Design Standards and 17.30.150 Waterfront subdistrict — Additional design standards. DR-5.13.16 No structure shall be erected, or altered, in any area defined in this section to a height in excess of the limits established in the Special Height Overlay District as codified in Chapter 17.28 PTMC (Appendix C). The height limit shall not apply to cupolas, water tanks, flagpoles, transmission lines, and radio and television towers and other similar structures. DR-5.13.20 Specific landscape plans shall seek to provide an attractive vegetative relief and screening while avoiding unnecessary blockage of views and solar access. DSD Analysis: Both proposals epitomize the stated SMP goal of rehabilitation of existing buildings at Point Hudson through “incremental, evolutionary changes.” Public view corridors as identified in Appendix B of the SMP are not impacted by either of the proposed exterior changes. The new ADA compliant ramp for the Shanghai restaurant improves public access to a Point Hudson facility. The second story access stairway provides a second means of egress from an area of the Sail Loft Building that has long been home to small scale marine trades. Height limits referenced in the SMP are also met by both proposals. The overall SMP cap on restaurant square footage (11,000 square feet) or the size limits for an individual restaurant (3,500 square feet, excluding decks) are not affected by the Shanghai ADA ramp proposal. However, it will assist the Port of Port Townsend in keeping Point Hudson financially self-supporting by providing enhanced access to persons with disabilities. The proposed exterior changes have undergone Historic District Design Review to ensure appropriate materials, colors, lighting and signage are used. Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 6 of 10 V7. 18. 19, Environmental Protection under the SMP sets forth: “\.. policies and regulations that protect the shoreline environment as well as the critical areas found within the shoreline jurisdiction. These policies and regulations apply to all uses, developments and activities that may occur within the shoreline jurisdiction regardless of the Shoreline Master Program environment designation. They are to be implemented in conjunction with the specific use and activity policies and regulations found in this Master Program.” (SMP Chapter 6.1) Chapter 6 first presents General Environmental Policies and Regulations including analysis of impacts, mitigation, bonding, and monitoring. Second, policies and regulations protecting the broad elements that comprise the shoreline environment (e.g., earth, air, and water) are provided. Finally, policies and regulations for the specific type of “critical area” are presented, which at this site are limited to geologically hazardous areas (seismic soils). Critical areas are also protected under the Critical Areas regulations of the Port Townsend Municipal Code, PTMC Chapter 19.05. As noted in Finding 10, above, the DSD Director has granted a waiver from the application and delineation requirements of PTMC 19.05 under the provisions of PTMC 19.06.040.E.1,j. The SMP overall Management Policies and Development Regulations of Chapter 6 applicable to the proposal include: Management Policies Policy 6.3.1 Protect the environment through implementation of this Master Program in concert with the City’s Critical Areas Ordinance and through the use of the AMRRC mitigation sequence (Avoid, Minimize, Rectify, Reduce, Compensate)(WAC 173-26-201(e)). Policy 6.3.2 Minimize the adverse impacts of shoreline developments and activities on the natural environment during all phases of development (e.g., design, construction, operation, and management). Policy 6.3.3 Assure, at a minimum, that development and use within the shoreline’s jurisdiction result in no net loss of ecological functions necessary to sustain shoreline natural resources. Development activities shall protect existing ecological functions and ecosystem wide processes. Development Regulations General DR-6.3.1 All shoreline development and activity shall be located, designed, constructed, and managed in a manner that avoids, minimizes and/or mitigates adverse impacts to the environment. The preferred mitigation sequence (avoid, minimize, rectify, reduce, or compensate for the environmental impact) shall follow that listed in WAC 173-26-0201((2)(e), see also definition of “Mitigation,” listed in this Master Program). Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 7 of 10 DR-6.3.2 In approving shoreline developments, the City of Port Townsend shall ensure that shoreline development, use, and/or activities will result in no net loss of ecological functions necessary to sustain shoreline resources, including loss that may result from the cumulative impacts of similar developments over time to the extent consistent with constitutional and statutory limitations on the regulation of private property. To this end, the City may require modifications to the site plan and/or adjust or prescribe project dimensions, intensity of use, and screening as deemed appropriate. If impacts cannot be avoided through design modifications, the City shall require mitigation commensurate with the project’s adverse impacts. DSD Analysis: The overall shoreline environment will suffer no adverse impact as a result of either proposed construction project. The areas being developed involve previously altered upland areas adjacent to and in between buildings that contain existing SMP compliant uses. To require additional environmental mitigation or bonding is not necessary or required. Conditions that ensure Best Management Practices (BMP’s) are utilized during construction are necessary and can be imposed through both the shoreline permit and building permit. 20. Geologically hazardous areas are areas susceptible to severe erosion; slide activity, or other geologic events. In the Port Townsend shoreline, high marine bluffs are the most visible type of geologically hazardous area, although seismic, tsunami and erosion hazards have also been mapped. The subject site contains soils mapped as being seismically hazardous. The applicable SMP Policies and Development Regulations of Chapter 8 that relate specifically to geologically hazardous areas include: Management Policies Policy 6.8.1 Ensure that new development or the creation of new lots does not cause any foreseeable risk from geological conditions to people or improvements during the life of the development. DSD Analysis: As noted previously (Finding 10, above), assurance that the new development does not cause any foreseeable risk due to the seismic soils on site will be met through compliance with the building code. 21. Commercial Development is defined in the SMP as follows: “ ..those uses and facilities that are involved in wholesale or retail trade or business activities. Examples include but are not limited to hotels, motels, grocery stores, restaurants, shops, offices, and indoor recreation facilities. ... (SMP Chapter 8.6) Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 8 of 10 22. Applicable policies and development regulations related to Commercial Development are as follows: Policies Policy 8.6.1 Give priority to those commercial developments that are dependent on shoreline locations or that allow a substantial number of people to actively or passively enjoy the shoreline. Policy 8.6.3 Design commercial uses in a manner that provides physical and visual access to the water. Development Regulations DR-8.6.2 Commercial development shall be subject to the design review provisions of the Port Townsend Zoning code (Title 17 PTMC). DR-8.6.3 All commercial development/redevelopment requiring a Substantial Development or Conditional Use Permit within shoreline jurisdiction shall provide for public visual and physical access to the shoreline in accordance with Chapter 7, Public Access, taking into consideration constitutional and statutory limitations. Such provisions could be the preservation of shoreline views, the establishment of public access easements across and to the shoreline, enhancement of an adjacent street-end or park or other consideration commensurate with the degree of impact caused by the development. DSD Analysis: The proposed ADA ramp improvements to the Shanghai Restaurant will provide enhanced restaurant access for persons with disabilities. And while not a building code requirement, the second story access stairway for the Sail Loft will enhance emergency egress from the building. Visual and physical access to the waters around Point Hudson will be unchanged by either of the projects. Design Review for both proposed improvements was performed and approved through a recommendation of the City’s Historic Preservation Committee (HPC). CONCLUSIONS i. The proposed construction meets the definition of a Minor Shoreline Substantial Development under the Port Townsend Shoreline Master Program (SMP). The projects are exempt from review under the State Environmental Policy Act (SEPA); however, it is subject to review under the City’s Critical Areas regulations in PTMC 19.05. The DSD Director has correctly granted a waiver from compliance with the application, delineation requirements and performance standards for development contained in PTMC 19.05.060, as no useful purpose would be furthered by requiring said compliance. The performance standards for development within a seismic hazard critical area will be met by the project through application of the building code. . Subject to certain conditions, the development is consistent with the underlying shoreline designations of the Port Townsend SMP (Point Hudson Marina District and both the Point Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 9 of 10 Hudson East and Maritime Heritage Corridor subdistricts therein). These same conditions also make the project consistent with all other applicable SMP policies and development regulations, including those that relate to protection of critical areas. 4. The proposed development is consistent with the provisions of this Master Program, the Shoreline Management Act of 1971, and the rules and regulations adopted by the Department of Ecology thereunder. Conditions have been applied to ensure consistency with policies and performance standards for Critical Areas contained in Chapter 19.05 PTMC (incorporated by reference in the City’s Shoreline Master Program). DECISION Based on the foregoing Findings of Facts and Conclusions, the Shoreline Administrator hereby GRANTS the requested Minor Shoreline Substantial Development Permit and Critical Area review (LUP09-082), subject to the following conditions: GENERAL 1. Construction shall be completed in strict conformance to the plans contained within the submitted plans, except where modified by this decision. Conditions of any other city approvals obtained for the project (Historic District Design Review, building permit) must also be complied with during construction. 2. Noise generated from construction of each project shall be subject to the limitations set forth in the City’s noise regulations at PTMC 9.08. PRIOR TO COMMENCING DEVELOPMENT ACTIVITIES 3. Erosion control measures shall be installed by the applicant in accordance with approved building permit plans and inspected by Development Services Department (DSD) prior to clearing and grading. DURING CONSTRUCTION 4. The applicant or his/her designee shall be responsible for maintenance of the site, including maintenance of any fencing and temporary erosion control devices as indicated on approved plans. Additional best management practices shall be implemented as necessary to control runoff/sedimentation from the site. All construction debris shall be properly disposed of on land in such a manner that it cannot enter into the waterway or cause water quality degradation to state waters. PRIOR TO ISSUANCE OF OCCUPANCY PERMIT 5. Final building permit inspection shall only be granted upon a finding by the DSD Director that the improvements have been installed in conformance with this permit and all other City approved permits (including but not limited to Historic District Design Review). PERMIT REVSIONS 6. If substantive changes to the design, terms, or conditions of this approved permit are sought, the applicant must submit a request for permit revision for review consistent with SMP Chapter 10.18. Changes are “substantive” if they materially alter the project in a Port of PT, Sail Loft/Shanghai, Shoreline Permit and Critical Area Review LUP09-082 Page 10 of 10 manner that relates to its conformance to the terms and conditions of this permit, this SMP, or the Shoreline Management Act. Changes, which the Administrator determines are not substantive, do not require approval of a revision. DURATION OF PERMITS 1 Pursuant to SMP chapter 10.17, the construction authorized under this permit is valid for a period of five (5) years from the date of issuance. Construction, or substantial progress toward completion, must begin with two (2) years after the date of issuance. 8. The City may, at its discretion, with prior notice to parties of record and the Department of Ecology, extend the two-year time period for the demonstration of substantial progress for a reasonable time, up to one year, based on factors including the inability to expeditiously obtain other governmental permits which are required prior to the commencement of construction. 9. If construction has not been completed within five (5) years of approval by the City of Port Townsend, the City will review the Permit and, upon showing of good cause, either extend the Permit for one additional year, or terminate the Permit. Prior to the City authorizing any Permit extensions, it shall notify any parties of record and the Department of Ecology. Note: Only one single extension is permitted. 5lio[ic Judy euite Shoreline Administrator Date ' Development Services Department APPEALS Local appeals of decisions by the Shoreline Administrator shall be filed pursuant to the procedures and timelines of PTMC 20.01.290 - .310. An applicant or other party of record who may be aggrieved by the administrative decision may appeal the decision to the hearing examiner; provided, that a written appeal in conformance with Chapter 1.14 PTMC is filed within 14 calendar days after the notice of the decision. The date on which a decision is deemed issued is 3 days after the City mails a written decision. The appeal period for this permit concludes at 5 p.m., May 24, 2010. BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-033 Permit Type Commercial Miscellaneous Project Name _ Exterior Stairs Site Address 315 JACKSON STREET Parcel # 989705201 Project Description ADA compliant stair (exterior) , new 2nd floor exterior door, new "barn" doors Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Port Of Port Townsend Owner Port Of Port Townsend Representative Terrapin Architecture, (360) 379-8090 P.C. Contractor Owner Builder Q- STATE exempt 12/31/2010 Fee Information Project Details Project Valuation $15,000.00 Entered Bid Valuation 15,000 DOLL ieee Units: Heat Type: Bedrooms: Construction Type: V - B Bathrooms: Occupancy Type: Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name DAVLD K TJOHUNSON Date Issued: 05/10/2010 5-i/ Issued By: MWAY Signature —— VV ——s—é*TNS attlee oO l 0 Date Expires: 11/06/2010 a Developm..it Services 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 CITY OF PORT TOWNSEND www.cityofpt.us it Application Project Address & Zoning District: Legal Description (or Tax #): Office Use Only 215 JACKSN ST. M-II (B) Addition: 31 T2oN Riw TX Permit : 964 105201 A} Block:_Z! (MINT HORSN) | # KDIO-O BS O| AND , TN OF PIOT Pah be Parcel # Lot(s): Associated Permits: 48970450 es Project Description: ADA COMPURNT STAIR (EXTERIOR ), NEW ZNO FL. EXTERIOR pooR, NEW“ BARN Poo RS > Applications accepted by mail must include a check for initial plan review fee of $150 > See the “Commercial Building Permit Application Checklist” for details on plan submittal requirements. Property Owner: Lender Information: Name: PORT 2E FORT TOWNSEND Lender information must be provided for projects Address: -0. BOX Bo over $5,000 in valuation per RCW 19.27.095. City/SvZip: FORT TOWNSEND, WA 4836% Name: OWNER FINANCED none! 260 269 0b65(o Project Valuation: $ 7) 1007 Email: = Construction Type: V - {3 Contact/Representative: . Name: TEERRAVIN ARCHITECTURE Occupancy Rating: F | Address. 119 TAULoR ST. Building information (square feet): City/SvZip: LOZ T TOWNSEND, Wh 18268 4% floor. 7/54. Restrooms:_ “00 _ Phone:_260 - 379. £0490 2" floor 2,825 — Deck(s): Email Vichard @ Terrmapin-arch com SM GOT ness Storage: : Basement: Is it finished? Yes No Contractor: Other. Name__ FORT OF MET TOWNSEND New Addition bi Remodel/Repair 0 Address: Change of Use 0 T City/SUZip: STAIR A45 Phone: Email: Total Lot Coverage (Building Footprint): — Square feet: NO CUKNDE % State License #: Exp: pity Biisinesaiicass € Impervious Surface: ity Busin icense #: Square feet__ NO CHR RNGE | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all "De with.this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Ling Fipthesske < nines Ml fo Print Name: Signature: Letter to File BLD10-033 Exterior stairway for the Port of Port Townsend, located at 315 Jackson St. Section1023, 2006 IBC. Exterior exit ramps and stairways shall be separated from the interior of the building as required in section 1020.1. Openings shall be limited to those necessary for egress from normally occupied spaces. Exception #1. Separation from the interior of the building is not required for occupancies other than those in Group R-1 or R-2 occupancies. Buildings that are no more than two stories above grade plane, where the level of exit discharge is the first story above grade plane. The reason for this exception is that in the case of a fire in low buildings, the occupants are usually able to evacuate the premises before the fire can emerge through the exterior wall openings and endanger the exit ramp or stairway. The second floor is 2825 square feet. F-1 occupancies (Industrial areas) are calculated at 100 sq. ft. per occupant, therefore 2825/100 = 28.25 or 29 occupants, 29 < 30. See Table 1019.2, 2006 IBC. The second floor area has to exit through the building as it now exists. The addition of the stairway allows for an immediate exit from the second floor creating a safer condition for this existing structure. Fred Slota, CBO Receipt Number: 10-0517 BLD10 ao -033 989705201 Plan Review Fee $163.31 $163.31 $0.00 BLD10-033 989705201 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-033 989705201 Technology Fee for Building Permit $5.03 $5.03 $0.00 BLD10-033 989705201 Building Permit Fee $251.25 $251.25 $0.00 BLD10-033 989705201 Record Retention Fee for Building Per $10.00 $10.00 $0.00 Total: $434.09 Total: $434.09 genpmtrreceipts Page 1 of 1 Page 1 of 8 Kenmore, WA 98028 (425) 296-2993 CITY OF PORT TOWNSEND >) PORT SAIL STAIR DESIGN PROJECT NO. 1002 01/21/10 Building Codes International Building Code (IBC) (2006) American Society of Civil Engineers (ASCE) 7 (2005) National Design Specifications (NDS) for Wood Construction (2005) American Institute of Steel Construction (AISC) Stee! Construction Manual Thirteen Edition (2005) American Concrete Institute (ACI) 318-05 (2005) American Concrete Institute (ACI) 530-05 (2005) eines Af} 7 2) 2e Project Description Stair framing and footing design. Lateral system The stair mainly tied to the main building and to the ground in term of lateral strength and stiffness. Knee braces are added at intermediate landing posts to provide additional lateral stiffness. All steel members and their connectors are hot dipped galvanized G185 for marine application. The wood members are pressure treated HemFir #2 or better. Footings are typically 2 ft round with 3000 psi concrete. Seismic Criteria Sds=0.9g Site Class = D Ductility factor, R = 2.5 Sd1=0.4g Seismic Performance Category = D Wind Criteria Wind speed = 85 mph Topographic Effect, Kzt = 1.0 Exposure = C Gravity Loadings Stair dead load = 15 psf Stair live load = 100 psf BENT STRINGER HSS12X3X5/16 SPANNING 27 FT Project: Port Sail Stair Location: UPPER STRINGER ALT 3 Multi-Loaded Multi-Span Beam [2006 International Building Code(AISC 13th Ed ASD)] HSS 12 x 3 x 5/16 x 27.0 FT / ASTM A500-GR.B-46 Section Adequate By: 5.0% Controlling Factor: Deflection Page 2 of 8 Basri page vil al Ay )) b2 Structural Engineers / eric 7516 NE 153rd Place of Kenmore, WA 98028 StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM LOADING DIAGRAM TORU HESS TEE “SUR T Le ae Sa RR AEE DEFLECTIONS Center Live Load 0.64 IN:L/504 Dead Load 0.20 in Total Load 0.84 IN L/386 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2659 Ib: 2498 Ib Dead Load 803 Ib 779 Ib Total Load 3462 Ib 3276 Ib Bearing Length 0.58 in . 0.58 in BEAM DATA Center Span Length 27 ft Unbraced Length-Top O ft Unbraced Length-Bottom 27 ft STEEL PROPERTIES HSS 12 x 3 x 5/16 - A500-GR.B-46 Properties: Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E= 29000 ksi Tube Steel Section (X Axis): dx = 12 in Tube Steel Section (Y Axis): dy = 3 in Tube Steel Wall Thickness: t= 0.291 in Area: A= 8.17 in2 Moment of Inertia (X Axis): x= 124 in4 Section Modulus (X Axis): Sx = 20.7 in3 Plastic Section Modulus (X Axis): Ze= 27.9 in3 Plastic Section Modulus (Y Axis): Zy = 10 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR= 7.31 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = 38.24 Allowable Web Buckling Ratio for Eqn. F7-5: + AWBR = 60.76 Nominal Flexural Strength w/ Safety Factor: © Mn = 64042 ft-lb Controlling Equation: F7-1 Web height to thickness ratio: h/tw = 38.24 Ib Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 56.24 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn= 119157 Controlling Moment: 23058 ft-lb 13.23 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3462 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Rea'd Provided Moment of Inertia (deflection): 118.08 in4 124 in4 Moment: 23058 ft-lb 64042 ft-lb Shear: 3462 Ib 119157 Ib A 27 ft B UNIFORM LOADS Center Uniform Live Load 0 olf Uniform Dead Load 0 pif Beam Self Weight 30 olf Total Uniform Load 30 olf Load Number One Two Left Live Load 200 pif 173 plf Left Dead Load 30 pif 26 pif Right Live Load 200 pif 173 plf Right Dead Load 30 pif 26 pif Load Start 0 ft 18 ft Load End 18 ft 27 ft Load Length 18 ft 9 ft NOTES STAIR, POST 6X6 - 15 FT TALL Project: Port Sail Stair Location: POST Column [2006 International Building Code(2005 NDS)] 5.5 IN x 5.5 IN x 15.0 FT #2 - Hem-Fir - Dry Use Section Adequate By: 48.6% Basri Bale.) b2 Structural Engineers 7516 NE 153rd Place Kenmore, WA 98028 StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 3000 Ib Dead Load: Vert-DL-Rxn = 1085 Ib Total Load: Vert-TL-Rxn= 4085 Ib COLUMN DATA Total Column Length: 15 ft Unbraced Length (X-Axis) Ly: 15 ft Unbraced Length (Y-Axis) Ly: 15 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 #2 - Hem-Fir Base Values Adjusted Compressive Stress: Foe 575 psi Fe'= 263 psi Cd=1.00 Cp=0.46 Bending Stress (X-X Axis): Fbx = 575 psi Fbx' = 575 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 575 psi Fby'= 575 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Min. Mod. of Elasticity: E_min= 400 ksi E_min'= 400 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: A= 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 ind Section Modulus (Y-Y Axis): Sy = 27.73 ind Slenderness Ratio: Lex/dx = 32.73 Ley/dy = 32.73 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fo= 135 psi Allowable Compressive Stress: Fc' = 263 psi Eccentricity Moment (X-X Axis): Mx-ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ftlb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fox = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 575 psi Bending Stress Lateral Loads Only (Y-Y Axis): Foy = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 575 psi Combined Stress Factor: CSF = 0.51 LOADING DIAGRAM A AXIAL LOADING Live Load: PL= 3000 Ib Dead Load: PD= 1000 Ib Column Self Weight! CSW= _ 85 |b Total Load: PT= 4085 lb NOTES Page 3 of 8 STAIR POST 6X6 -10 FT TALL Project: Port Sail Stair Location: POST 2 Column [2006 International Building Code(2005 NDS)} 5.5 IN x 5.5 IN x 10.0 FT #2 - Hem-Fir - Dry Use Section Adequate By: 70.4% Page 4 of 8 - f ~ Basri vir'ilal ih :) b2 Structural Engineers Na 7516 NE 153rd Place Kenmore, WA 98028 page Lo of StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM VERTICAL TION: Live Load: Vert-LL-Rxn = 3300 Ib Dead Load: Vert-DL-Rxn= 562 Ib Total Load: Vert-TL-Rxn= 3862 Ib COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Ly: 10 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Hem-Fir Base Values Adjusted Compressive Stress: Fe = 575 psi Fe'= 431 psi Cd=1.00 Cp=0.75 Bending Stress (X-X Axis): Fbx = 575 psi Fbx' = 575 psi Cd=1.00 CF=1.00 Bending Stress (Y-Y Axis): Fby = 575 psi Fby'= 575 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1100 ksi E'= 1100 ksi Min. Mod. of Elasticity: E_min= 400 ksi E_min'= 400 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 5.5 in Area: = 30.25 in2 Section Modulus (X-X Axis): Sx = 27.73 in3 Section Modulus (Y-Y Axis): Sy = 27.73 in3 Slenderness Ratio: Lex/dx = 21.82 Ley/dy= 21.82 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fe= 128 psi Allowable Compressive Stress: Fer= 431 psi Eccentricity Moment (X-X Axis): Mx-ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 575 psi Bending Stress Lateral Loads Only (Y-Y Axis): | Foy = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 575 psi Combined Stress Factor: CSF = 0.3 LOADING DIAGRAM toft AXIAL LOADING Live Load: PL= 3300 Ib Dead Load: PD= 506 Ib Column Self Weight! CSW = 56 Ib Total Load: PT= 3862 Ib NOTES WOQD TREAD 3X6 HF #2 Project: Port Sail Stair Location: WOOD THREAD 3X6 Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] 2.5 IN x 5.5 IN x 4.0 FT (Weak Axis Bending - Flat Use) #2 - Hem-Fir - Dry Use Section Adequate By: 34.7% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.07 IN L/647 Dead Load 0.01. in Total Load 0.08 IN L/585 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 25 Ib 25 Ib Total Load 175 Ib 175 Ib Bearing Length 0.08 in 0.08 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top O ft Unbraced Length-Bottom 4 ft Page 5 of 8 page a Basri b2 Structural Engineers Kees 7516 NE 15rd Place of Kenmore, WA 98028 StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM LOADING DIAGRAM A - : 4tt > Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem-Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb'= 1271 psi Cd=1.00 CF=1.30 Cfu=1.15 Shear Stress: Fv = 150 psi Fv'= 150 psi Cd=1.00 Modulus of Elasticity: Ee 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E min= 470 ksi E_min'= 470 ksi Comp. + to Grain: Fo-L= 405 psi Fe-1'= 405 psi Controlling Moment: 325 ft-lb 2.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -173 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 3.07 in3 5.73 in3 Area (Shear): 1.73 in2 13.75 in2 Moment of Inertia (deflection): 5.32 in4 7.16 in4 Moment: 325 ft-lb 607 ft-lb Shear: -173 Ib 1375 Ib Center 0 olf 10 plf UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight 3 lf Total Uniform Load 13 pif POINT LOADS - CENTER SPAN Load Number One Live Load 300 Ib Dead Load 0 Ib Location 2 ft NOTES LOWER STAIR STRINGER 4X12 HF #2 Pa Project: Port Sail Stair Location: LOWER STRINGER Multi-Span Roof Beam [2006 International Building Code(2005 NDS)] Basri ‘) b2 Structural Engineers 7516 NE 153rd Place Kenmore, WA 98028 3.5 IN x 11.25 IN x 10.0 FT #2 - Hem-Fir - Dry Use StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM e 6 of 8: page , LOADING DIAGRAM Section Adequate By: 119.7% Controlling Factor: Moment 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 988 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 33.6 in3 73.83 in3 8.59 in2 39.38 in2 138.44 in4 415.28 in4 3011 ft-lb 6615 ft-lb 988 Ib 4528 Ib DEFLECTIONS Center Live Load 0.08 INL/1440 Dead Load 0.02 in Total Load 0.10 INL/1196 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1000 Ib 1000 Ib Dead Load 204 Ib 204 Ib Total Load 1204 Ib 1204 Ib Bearing Length 0.85 in 0.85 in | BEAM DATA Center Span Length 10 ft Unbraced Length-Top O ft Unbraced Length-Bottom 10 ft ROOF LOADING Center Roof Pitch 6 12 Roof Live Load RLL = 100 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 15. psf Notch Depth 0.00 Roof Tributary Width Side One TW1 = 2 ft Roof Tributary Width Side Two TW2= O ft MATERIAL PROPERTIES Wall Load WALL= 0 olf #2 - Hem-Fir Base Values Adjusted BEAM LOADING Center Bending Stress: Fb = 850 psi Fb'= ‘1075 psi Total Live Load 200 pif Cd=1.15 CF=1.10 Total Dead Load (Adjusted for Roof Pitch) 34 pif Shear Stress: Fy = 150 psi Fv'= 173 psi Beam Self Weight 7 pif Cd=1.15 Total Load 241 olf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E min= 470 ksi E_min'= 470 ksi Comp. + to Grain: Fe-L= 405 psi Fe-1'= 405 psi Controlling Moment: 3011 ft-lb NOTES DECK JOIST 2X6 AT 16" DF#2 Project: Port Sail Stair Location: Deck joist -Floor Joist [2006 International Building Code(2005 NDS)] 1.5INx5.5INx4.5FT @ 160.C. #2 - Hem-Fir - Dry Use ‘Section Adequate By: 331.4% Controlling Factor: Moment Pa ee _ Basti ait )) b2 Structural Engineers ee" 7516 NE 153rd Place Kenmore, WA 98028 StruCalc Version 8.0.100.0 1/21/2010 8:07:25 PM DEFLECTIONS Center Live Load 0.02 IN L/2967 Dead Load 0.01 in Total Load 0.03 IN L/2158 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 | REACTIONS A B Live Load 120 Ib 120 Ib Dead Load 45 Ib 45 Ib Total Load 165 Ib 165 Ib Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 45 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 LOADING DIAGRAM MATERIAL PROPERTIES #2 - Hem-Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb'= 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Shear Stress: Fv = 150 psi Fv'= 150 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. + to Grain: Fe-L= 405 psi Fe-'= 405 psi Controlling Moment: 186 ft-lb 2.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -132 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 1.75 in3 7.56 in3 Area (Shear): 1.32 in2 8.25 in2 Moment of Inertia (deflection): 3.47 ind =. 20.8 in4 Moment: 186 ft-lb 801 ft-lb Shear: -132 Ib 825 Ib JOIST LOADING Uniform Floor Loading Center Live Load LL= 40 psf Dead Load DL= 15 psf Total Load TL= 55 psf TL Adj. For Joist Spacing wT = 73.3 pif NOTES PRU WU Ce a ry Project: Port Sail Stair Location: STAIR FOOTING Footing [2006 International Building Code(2005 NDS)] Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min. Section Footing Design Adequate Page 8 of 8 page el 7 . Basri “ey StregaksO b2 Structural Engineers x 7516 NE 153rd Place Kenmore, WA 98028 StruCalc Version 8.0.100.0 1/21/2010 8:15:31 PM SS Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d= 14.25 in EP! Column Type: Steel Column Width: m= 5.5 in Column Depth: n= 5.5 in Baseplate Width: bsw= 6 in Baseplate Length: bs! = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1210 psf Effective Allowable Soil Bearing Pressure: Qe = 1775 psf Required Footing Area: Areq = 2.14 sf Area Provided: = 3.14 sf Baseplate Bearing: Bearing Required Bear = 5840 Ib Allowable Bearing: Bear-A= 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu = 0 Ib Allowable Beam Shear: Vet = 22732 Ib Punching Shear Cal: (Two Way Shear): Critical Perimeter: Bo= 80 in Punching Shear: Vu2 = 676 Ib Allowable Punching Shear (ACI 11-35): ve2-a= 256500 Ib Allowable Punching Shear (ACI 11-36): ve2-b= 390094 Ib Allowable Punching Shear (ACI 11-37): ve2-c= 171000 Ib Controlling Allowable Punching Shear: ve2 = 171000 Ib Bending Calculations: Factored Moment: Mu = 8266 in-Ib Nominal Moment Strength: Mn = 581970 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 1.04 in Steel Required Based on Moment: As(1) = 0.01 in2 Min. Code Req'd Reinf. (Shrink./Temp. (ACI-10.5.4): As(2) = 0.69 in2 Controlling Reinforcing Steel: As-reqd = 0.69 in2 Selected Reinforcement: #4's @ 4.9 in. 0.c. e/w (4) Min. Reinforcement Area Provided: As= 0.79 in2 Length C: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup = 4.76 in Note: Plain concrete adequate for bending, therefore adequate development length not required. LOADING DIAGRAM | | | | 18 in | 3in LI : t = 2ft Live Load: PL = 3200 Ib Dead Load: PD= 600 Ib Total Load: PT = 3800 Ib Ultimate Factored Load: Pu = 5840 Ib NOTES | iT onaner | | 4 | | : rN ; DATE: | 2/8NO | SCALE: PROJECT: ©. fase : OWNER: REV | DATE DESCRIPTION V4" = I'-0 + RSIDOER AT aoa rooniog, re | NE te te Ac RGIS Ts CEN AL Wo PE wine: | + NEW (2) 4/0 X 14/0 SLIDING DOORS AND FRAME. PORT TOWNSEND, WA 48368 REQUIRED TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING FIRST FLOOR PLAN © TERRAPIN ARCHITECTS, P.C 2010 360-385-2355 AND ZONING CODES. IN CASE OF ANY INFORMATION THAT APPEARS TO SECOND FLOOR PLAN PROJECT ADDRESS: CONTACT: BE LACKING, PLEASE CONTACT THE ARCHITECT IMMEDIATELY. FOUNDATION PLAN 315 JACKSON ST. ia tikes JIM PAVARNIK 2. THESE PLANS CONTAIN THE MAJORITY OF THE INFORMATION FRAMING PLAN PORT TOWNSEND, 360-385-0656 REGUIRED TO BUILD THE STRUCTURE SHOWN ON THE PLANS. HOWEVER, IT A2 SECTIONS AND STAIR DETAILS IS NOT POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION SOUTH ELEVATION PROPERTY INFORMATION: ARCHITECT: NEEDED FOR CONSTRUCTION. THE ARCHITECTS HAVE MADE A GOOD DOOR PLAN SECTION ZONE: M-Il (B) TEZERPIN AeoHITEC URE @.c. | FAITH EFFORT TO STRIKE A REASONABLE BALANCE BETWEEN BUILDING TYPE: V-B 1I4 TAYLOR ST. PROVISION OF INFORMATION AND COST OF THE PLANS. THE PLANS OCCUPANCY: FI PORT TOWNSEND, WA 48368 WILL INEVITABLY CONTAIN MINOR DISCREPANCIES AND AREAS LACKING DRAINAGE & CONTACT: IN SPECIFIC INFORMATION. DURING THE COURSE OF CONSTRUCTION, AS DOWNSPOUTS ON WEST SIDE OF BUILDING DRAIN c TAX PARCEL NUMBER: RICHARD BERS THESE AREAS EMERGE, THEY WILL REQUIRE ATTENTION AND ONTO SPLASH BLOCKS, DOWNSPOUTS ON EAST Lg 484105201 AND 48410450) 314-8040 RESOLUTION. THE BEST RESOLUTION OF ISSUES OF THIS TYPE IS MOST SIDE OF BUILDING ARE CONNECTED TO AN ~~ OFTEN ACHIEVED THROUGH A JOINT DECISION MAKING PROCESS EXISTING INFILTRATION TRENCH SYSTEM. NO > 8 PROPERTY DESCRIPTION: INVOLVING THE OWNERS, ARCHITECT AND CONTRACTOR(S). CHANGES IN IMPERVIOUS AREA ARE PROPOSED PTOT BLOCK 52, LOTS | § 5 AND PTOT BLOCK 45, LOTS |-4 EXCEPT FOR 25 SQ. FT. CONCRETE PAD AT BASE Z, kr $8 OF STAIRWAY. =| () - = 8 CODE DATA OQ. i O a THIS PROJECT SHALL COMPLY WITH THE FOLLOWING CODES: ble zk 2006 IEBC, 2006 IBC, 2006 IMC, 2006 IFC,2006 IAMPO UPC, Eras ANSI AII.|, 2006 NSEC, 2006 VIAQ, 2006 WATER CONS. STDS. = g S ioe) —_l — mM) O zee Ly) wEES Na MEAN HIGH WATER LINE \ JACKSON STREET | 2 5 we \c& —- me _ )o2 | SEVER ERATE oRAVEL PARKING (7 ERR EE | ag Nid uw FIRE HYDRANT —~ 4 GEST ayn oo “\ FIRE HYDRANT | VE ze X\G | soho [ WOOD DECK 50'-0" | | & W/ PLANTERS Shu | cg ites GRAVEL _|EXISTING BUILDING BUILDING | PARKING LD ELEC. METERS —~ 315 JACKSON STREET FOOT PRINT: 4654 Sal FT. a FIRST FLOOR AREA: 4654 SQ. FT. man Sie | SECOND FLOOR AREA, 2275 SQ. FT. EXISTING | dei: as | _[~}+— EXxisTINe | FENCE --+—— Lae mae BUILDING all ce EXISTING POWER Pole —~" GRAND FENCE ~ 487105201 PROPAKE TAKNKS re aB4104501 O —_ — een — eee 1 et niles Se ee ———— a ee cen re eee _—_———————— a es eee EXISTING LI LEDGE OF ASPHALT BULDING Zz PARKING LOT a NOT SITE PLAN (¥@ = JN VICINITY SCALE T= 40-0 m 2 NOTE: THE SITE PLAN SHOWS A PORTION Wl Zz NTS. OF PARCELN484104501. SEE VICINITY MAP FJ Lf FOR PARCEL OUTLINE. Y r o — APPLY 5/8" TYPE-x GYPSUM WALL BOARD LJ TO INTERIOR FACE OF an BLO [+-— — = EXISTING DOOR x] 7 Te) 1 q I | i q = — a WS) So . | arene wk — & \ = b——ge wit = be. f —t = = ° | 6" DEEP ay | NEW SLIDING BAY DOORS ra a | Rescate her | VT TN + ih 7 24"X24"XI8" DEEP FOOTING, TYP. . Wes. | /|T s| “ee | - re EXISTING DOOR Up | SEE ENG. DINSS. a TOR. -< |I a) 5 + FOR POST CONNECTORS. 5 | | inn Gan ese | iS amir 2) oisx— | i ee! > | —F EF T } jL . ore LUI Lf _j Louk J ye | re Le | istale I2'.8" To EDGE ~ a Z 21-0 7 7 a J OF BUILDING » ; 21'-o" |" IS a) , |2'-8" TO EDGE —w ¢ . ¢ ¢ fie a ¢ ¢ OF BUILDING 7 2-0" 25'-0" 2-0" Ly" 2'-0' II'-4§" 2'-0" L (\ 2) 4 a Y FIRST FLOOR PLAN (—@ : > in FLOOR PLAN (A FOUNDATION PLAN (@ Mt Sten SCALE: |/4" = l'o oe SCALE: |/4" = |'o" » ov NOTE: EXTERIOR STAIRWAY IS NOT REGUIRED TO BE ; Oo 2 SEPARATED FROM THE BUILDING INTERIOR PER 2006 ed & UBC 10236 EXCEPTION |. (PROPOSED FIRE SEPARATION NOTICE: Plans ate exproved excaptiig.. xs 9 any errors or omissions. All work musi © ITEMS SEEM PRUDENT BUT ARE VOLUNTARY) pass inspection in conformance with a O ir N all applicable codes and regulations] © | 7 Lal FE , oe at | NEH 3/0 DOOR | NEW FYRE-TEC 400 SER ir ao 7 69 il (SEE ELEV SHEET Ad) +36" il HORIZONTAL SLIDER ANOOKS. it 3x® LEDGER BOARD I pete: AL LT, A010 = (Y § ih _ 3/4 HOUR RATED. SEE SHEET A4.I 2X4 GUARD RAIL rat 2X4 GUARD RAIL — 4X6 JOIST W CROSS NOTE: REFER TO ENGINEERING | | Permit No: . ~-O23 i D < 4XI2 JOIST POST ROST -— STEEL TUBE STRINGER BRACING BELOW. SEE DRAWINGS FOR CONNECTION By: - Q_ < = ; I A-—+ 7 | ‘ REST IN POST POCKETS. DIES. HARDWARE, Building Official < ce —_ SEE ENG. DING. oY wy ee Aen ee nie 7a ph ef! ; CITY OF PORT TOWNSEND x nab | ai ve =a = EE == = == = 5] is \ id Ri m4 2 i a wi A X < a Ns | ABOVE DECKING SN n 9 ~Y oO Pa CABLE RAILS BELON. DECK HANDRAIL = Q 4 | DOWN LANDING. DOWN 36" ABOVE NOSINGS T MN] 3 ic $ 4X12 STRINGERS SSS —" I i) ! 7 V 6x6 RAL eceIVER- = s ay || (Y a eee eee ee —— el eo By a w \_4a a a av a “ " Won IC IL] DY CABLE RAILING — q-2" Is-4" | 3-64" | 3 \ } ca rh 2-1" | / 2-64" , 2 dl 3-23 i 2} | I 3H + sit | gua | 4-23 le | | 1 0. 1 TOTREADS @ I" 5 TREADS @ II" it e'-4" \ (3-103" ee II RISERS @ 7" lo RISERS @ 7" 4x4 RAIL POSTS 1 iq G a q | T WNSEND @ 2) FLUSH FRAMED — “f2) oh POST Reins ala) POCKET. SEE ENG. DNES. — SEE ENG. DETAILS. , SECOND FLOOR PLAN SCALE: |/4* = |'o" iS FRAMING PLAN SCALE: |/4" = |'o" iS A\ FILE COPY — DRAWN BY: AD. DATE: | 2/8NO SCALE: . REV DATE DESCRIPTION VARIOUS 2 F I'-llg I-13" . 2 : © TERRAPIN ARCHITECTS, P.C 2010 DOOR JAMB 2X4 \ INTERIOR X VY 22" PLYWOOD x10 eal eal [ ft! BLOCKING ! T a I A, eTERION IX3 BATTEN at IXB 4 q'-o" 4 | 4 PLAN SECTION OF DOOR Lg eee ee SCALE. 3/4" = TO" ( % 6X6 POST BEYOND i s $8 kr ". 0 —| — THERMA-TRU $206 A\ | Ao} mo w oe atl 3/Ox6/® FIBERGLASS [ (| bh Fi ae HALF-LITE FOOR 4 we 2 Bg | =— (PAINTED) ° a Ooze m4 4 °e | laa (@) > O ou / . IT) <EZ ‘| i 4 | ~ neo m7 A ‘ 17! REPLACE EXISTING WINDOW WITH CABLE RAILS AT 3" OC. . eH) HeOk | = FYRE-TEC by ' a (2) 400 SERIES HORIZONTAL SLIDER — ‘| - : N S/AHRRATED 0 | ? . ' 4 ae eres \ m /— SHEET MTL. FLASHING BEHIND x SEC, 2405. 2-200 oe ° — S | ehkie 7 BALCONY SURFACE N EXISTING SIDING AND OVER Ht Ht H i | 3 2x6 P.T. HEMFIR #2 JOISTS AT I6" OC. e ( SxB LEDGER Es | <6 [ | t 2X4 STK CEDAR DECKING W/ 1/8" GAP ry ° ' ea | £8 = © f- =: : = kK LL a: DECKING TO MATCH TOP OF SUBFLOOR INSIDE) \ SISTINE HOCR bz N 2% —— : : 2X8 STK CEDAR TRIM \ an > yt o® 5 : \ l= ye | < © ga — L | x 6 l ] ] ] j ] ] ] | ] | ] ta ] | Lt BOL SEE ENG. 3 F \Z 3 Pa ~ [f===fle= nN —_ wn Fi i ==" METAL FLASHING @-TOP——"y* = 2X6 AT 6" OC +S ‘ A | 1 < ) 5 {| |=0F EACH HorIzoNTAL_——— U ---}--p ©. -“& s \ ° ——BATTEN, TYP: 3X PT. HEMFIR 6. t r Ne #2 LEDGER 1 EXISTING RIM JOIST, STEEL TUBE. SEE | FIELD VERIFY = 4 , ENG. DINGS. SHEET MTL. FLASHING | 1 \\ |=] EXISTING HEADER 8 \ DOOR TRACK "<9 a < ‘4 \_ REMOVE WOOD SIDING AT NEW a Z NEW DOOR LEDGER. EXISTING SHEATHING AND 5 EXISTING RIM JOIST TO REMAIN. Y A \ i , 1| ¥ SEE ENG. DNGS FOR N HL p— —— ADDITIONAL INFORMATION. V THERMA TRU 5206 L APPLY 5/8" TYPE-x 6YPSIM 3/OX6/8 FIBERGLASS WALL BOARD TO INSIDE FACE } ho a * HALF-LITE DOOR OF EXISTING DOOR, SOUTH ELEVATI ON (PAINTED) SCALE: |/4" = |'o" SCALE: 3/4" = |'o" EL E V A T I O N S AN D SE C T I O N S , oO 1} : , B : : HI | { ¢ 4H i i H i I: i Wf Sie TOP OF DECKING SHEET Mm. 1 1 ( ; cai sane | bi | / Bisme zane WE} 2. tieh & - y AND OVER 3x8 (Ar rT) f EXISTING FLOOR \ Db _ = LEDGER. tI WH | HAND RAIL EXTEh \ a SEE ENG. DNGS FOR | et I REURN TO Wace | ADDITIONAL INFORMATION. 4 (bt rr et SS | | | C\ V \ | I+ EXISTING HEADER Zz. 4! \ | Lh ear = 2 1/4" WOOD HANDRAIL W METAL —T ~ YS I-o" ; 7 . : TYP. SUPPORT BRACKETS. (ALL RAILING ie ENDS TO HAVE ROUNDED RETURNS. - Fl q HANDRAIL TO BE ADA COMPLIANT) pec | —_—_< Q = eer, | ——~L_ NEW Door g OD 8 ENLARGED DETAIL emmains 9 or Be it =ic i. SCALE: | 1/2" = I'0" "F Hy ° S es PT. 3x6 a (ff 9 D < v - 2) D OZ 3 < 0 38 STEEL TUBE a. ENLARGED STAIR DETAILS SEE EG, DH6s. "| E zi me SCALE: 3/4" = TO" - = sO °e Z ates ~ YY oxa a ie O S iv 0 SECTION 3 SHEET a SCALE: V/A" = TO" SECTION 2 <a SCALE: 5/4" = 110" Da N PREPARED FOR - LUS HANGER WITH RAMSET PROVIDE — / 1500 FASTENER IN LIEU WATERPROOFING ° / OFNAILS (2) 1/2" THRU —— 1 YT SEE ARCH. DWG Le o 1 Z BOLT AND \ _ ¥ ‘ RICHARD BERG SH Pee WASHER(GALV.) _\ aie LEOGER 2 Yea ) & ARCHITECTS : a . ie ~ . = J 2 Ay \ ; \ TE hohe 4 a - 2X6 (NOTCH os 1 EF \ ATTY Dk At . TIMBER TO aa . \ me a PY “ FIT THE BOLT) +1 \ \_ 9X6 AT 16" — ls . — HSS12X3 BEAR ON a aE ie oe (2) 1/2" THRU BOLT AND — ON POST POCKET ! _. LUS HANGER WITH _ _ _ _ 7 _ WASHER (GALV.) WITH Tee i eae RAMSET 1500 FASTENER | — EXIST. HEADER structural 1" OVERSIZE HOLES - DWG (TYP.) IN LIEU OF NAILS (FIELD VERIFY b2 — }— / \ PLATE AT END) aven _| AND REPORT TO Engineers oo A\3 ow Fi (2) 1/2"X6" LAGBOLT ENGINEER) | \ Tes (| ye _/ ~—0' - 2" POCKET AT 36" 0.C. www.b2engineers.com = Tea = 6X6 POST (TYP.) lh a WK wanes SEC, 1607.7 2006 (BC 7516 NE 153rd Place - . . SS LOADS ON HANDRAILS £ > STAIR DETAIL A ‘q\ STAIR DETAIL B a | oan a ( 4s a | = GLARD RAILS er a4-t-o" ae 3374" = 1-0" (425) 296-2903 aN 4 | ety | ~ ~ info@b2engineers.com | \ a ZA Ae a -~ HSS12X3 (PROVIDE \ PX _ | 7 / 1/4 CAP PLATE AT ; GROUND =s <= —_ — ‘END OF TUBE) Project Contact: \ SMOOTH” : —a 8 ; Principal: BASRI \ uN St, St (2) 1/2" THRU BOLT ———— | / _~ (2) SIMPSON SDS SCREW Engineer: BASRI \ / ot ae AND WASHER (GALV.) A / / 1/4"X3.5" AT EACH PLANK _ ~~ HSS12X3X5/16 / > UL WITH 1" OVERSIZE \ ‘ / (COUNTERSUNk) —— oN HOLES HSS12X3X5/16 — = a - ,~ COUNTERSUNK | = 7s =! yp / , a ; Ye 4X10 | o-+ = »/ / / -~— 3X6 PLANK if « a ——- J Z (81) La a i ene PSS he —s, ~. 1/4" BOTTOM PLATE —~ | __f\" - WELDED TO TUBE (2) 1/2" THRU BOLT ———~ | . AND WASHER (GALYV.) a 4 WITH 1" OVERSIZE a HOLES A “ — (2) 3X6 STAIR TREAD 6X6 POST (TYP.) —~ | | *, ; fo | | “= (2) 1/4"X 1 3/4" SDS SCREW 0' - 2" POCKET—| | a A os AT EACH LUMBER ee /_ 12 \ ! a \ St — L2X2X1/4X10.5" 4 Ne WITH (3) RAMSET —/™ — (2) LEDGERLOK S-1/ 1500 (1" LONG) (5" LONG) AT EACH BRACE (+) STAIR ELEVATION q STAIR DETAILC (5) STAIR DETAIL D ae 1/4" = 1'-O" oc 1 " = 1 9" \ = 3/ " = 1 .Q" eo — — (2) SIMPSON SDS SCREW ' 4/4"X4.5" AT EACH PLANK y— PLATE 1/4"X6X8 (GALV.) 0-8" |/ — INSERT INTO STRINGER see aXe PLAN le / ,— 3X6 PLANK S| — 4X12 STRINGER fof 315 JACKSON STREET - / BEAR ON 2" POST / = A_ Ky 1 j —y — \ PORT TOWNSEND, WA 98368 POCKET —- a ‘ SIMPSON L70 ————.__ 3X8LEDGER — . | me Oo QoL (BOTH SIDES) \ iy a USE RAMSET 1500 : | 1 x \ / FOR TUBE CONN. e v Li \ Ht \y \ st /\ /\ \ / x (2) 1/2" THRU BOLT — ; J ee te . ail) | | < (2) 12 THU : iol con a | | al PROJECT DATE: JAN 2009 . \E | (GALV.) WITH 1" os i ‘ \ \ \ /\ (4) 1/2" BOLT Prt S Al . OVERSIZE HOLES fa “ | oo fs WITH WASHER | eee a / \ \ — (2) 8X6 STAIR TREAD 6X6 POST (TYP.) —~|_/ ; , — (2) 3X6 STAIR TREAD (GALV.) 4X12 —~ \ \ / _ y ‘. \ \ = \L (2) pw 4300. usr a — LUS HANGER 4X8 / | =] \_ &) RIM \ “= (2) 1/4"X 1 3/4" SDS SCREW Na ae (1 ) 0' - 2" POCKET— “Eee eG —7 / = ( — \ AT EACH LUMBER ! STRINGER / \ — L2X2X1/4X10.5" (GALV.) (2) 1/2"X6" LAGBOLT — NY —— L2X2X1/4X10.5" (GALV.) va WITH (3) RAMSET 1500 LAN — (2) LEDGERLOK AT EACH SIDE OF WITH (3) 1/4"X3.5" (1" LONG) (5" LONG) AT EACH BRACE HANGER SDS SCREW @ STAIR DETAIL E >) STAIR DETAIL F_ ; @) STAIR DETAIL G / ‘9 STAIR DETAIL H 49 STAIR DETAIL H2 7 Cad 1 Ww = 1'-0" ae 4 1 " i 1 "0" Sw 3/ " = 1 0" es 1 " a 1 ".Q" = 1 1/2" = 1 "9" DRAWING INFO ISSUE DATE 01/21/10 CODE: INTERNATIONAL BUILDING CODE (IBC) 2006 ISSUED FOR PERMIT WIND CRITERIA PROJECT NO. 1002 BASIC WIND SPEED....0.c.sssssssssesssssssessesssseee 85 MPH WIND EXPOSURE ......:sccccsssssssessssssseessssseessean C WIND IMPORTANCE FACTOR, | .....-.ssce0-00 1.0 ENGINEER BASRI TOPOGRAPHIC EFFECT, KZt......ccccssssseeseon 1.0 REVISION SCHEDULE SEISMIC CRITERIA _ NO. DATE DESCRIPTION A; SEISMIC USE GROUP. ....... eesti - SPECTRAL RESPONSE COEFFICIENT, Sds .... 0.9 SPECTRAL RESPONSE COEFFICIENT, Sq1 .... 0.4 7 PBS66 SEISMIC SITE CLASS ooocceescceseessssseesssseeees D COLUMN BASE — PBS44A SEISMIC DESIGN CATEGORY.....cssscccssesssseeeeerssesn D _ O “COLUMN BASE DUCTILITY FACTOR, Roecessssccccsssosseesessseeee 25 _/~ 3000 PSI / CONCRETE O -~ 3000 PSI ff / CONCRETE | — (3) #4 ROUND TIE / IMPORTANT MATERIAL NOTES: F same ail 4 ++ (3) #4 ROUND TIE 1. ALL STEEL MEMBERS, CONNECTORS, NAILS, SCREWS, AND SIMPSON HARDWARES SHALL BE = | Z| | je HOT DIPPED GALVANIZED G185 OR APPROVED EQUAL (MUST BE SUITABLE FOR MARINE }_ (5) #4X12" BAR A\| |=] | ENVIRONMENT) / — ) | | -—— (5) #4X12" BAR 2. ALL STEEL PLATES SHALL BE A36 Js 24" DIAMETER Z| | | — 3, ALL STEEL TUBE SHALL BE 46 KSI / |>-—— SONOTUBE TL 24" DIAMETER 4. ALL STEEL REBAR SHALL BE GRADE 60 fT =|) SONOTUBE 5. CONCRETE SHALL HAVE COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS ty |) 6. ALL WOOD MEMBERS SHALL BE PRESSURE TREATED HEMFIR #2 OR BETTER HO =e 7. PROVIDE OVERSIZE BOLT HOLES WHERE INDICATED ON THE DETAILS | | ey | a a gy EE STAIR FRAMING ~ S oO | “— 4" THICK COMPACTED AN D DETAILS CRUSHED ROCK aa\ STAIR DETAIL J 45, STAIR DETAIL K © 1 / " ie) 7 \ 1 2) " iat — ~ / 4" = 1'-0 EP 4" = 1-0 Copyright b2 Structural Engineers 2008