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HomeMy WebLinkAboutVista_212_PA-2016-00200 CITY F March 21, 2016 Notice of Final Decision On March 21, 2016, the Community Development Director approved the request for the following: Planning Action: PA-2016-00200 Subject Property: 212 Vista Street Owner/Applicant: Dana Barton / Kerry Kencairn Description: A request for a Physical and Environmental Constraints Review permit for development of hillside lands with slopes of 25 percent and greater and of severe constraints lands with slopes greater than 3 5 percent to allow for grading, filling, and the construction of retaining walls and storm water drainage facilities for the property located at 212 Vista Street. The request includes approval of an exception to the development for hillside development standards to exceed the maximum cut slope of seven feet in height. COMPREHENSIVE PLAN DESIGNATION: Single-Family Residential; ZONING: R-1-7.5; ASSESSOR'S MAP: 39 lE 09BC; TAX LOTS: 7600. The Community Development Director's decision becomes final and is effective on the 12"' day after the Notice of Final Decision is mailed. Approval is valid for a period of 18 months and all conditions of approval identified on the attached Findings are required to be met prior to project completion. The application, all associated documents and evidence submitted, and the applicable criteria are available for review at the Ashland Community Development Department, located at 51 Winburn Way. Copies of file documents can be requested and are charged based on the City of Ashland copy fee schedule. Prior to the final decision date, anyone who was mailed this Notice of Final Decision may request a reconsideration of the action as set forth in the Ashland Land Use Ordinance (ALUO) 18.5.1.050(F) and/or file an appeal to the Ashland Planning Commission as provided in ALUO 18.5.1.050(G). The ALUO sections covering reconsideration and appeal procedures are attached. The appeal may not be made directly to the Oregon Land Use Board of Appeals. If you have any questions regarding this decision, please contact Maria Harris in the Community Development Department at (541) 488-5305. cc: Dana Barton; Parties of record; Property owners within 200 ft I k!f COMMUNITY DEVELOPMENT DEPARTMENT Tel: 541A88-5305 51 Winburn Way Fax: 541-552-2050 Ashland, Oregon 97520 TTY: 800-735-2900 ` www.ashland.orms SECTION 18.5.1.050 Type I Procedure (Administrative Decision with Notice) E. Effective Date of Decision. Unless the conditions of approval specify otherwise or the decision is appealed pursuant to subsection 18.5.1.050.G, a Type I decision becomes effective 12 days after the City mails the notice of decision. F. Reconsideration. The Staff Advisor may reconsider a Type I decision as set forth below. 1. Any party entitled to notice of the planning action, or any City department may request reconsideration of the action after the decision has been made by providing evidence to the Staff Advisor that a factual error occurred through no fault of the party asking for reconsideration, which in the opinion of the Staff Advisor, might affect the decision. Reconsideration requests are limited to factual errors and not the failure of an issue to be raised by letter or evidence during the opportunity to provide public input on the application sufficient to afford the Staff Advisor an opportunity to respond to the issue prior to making a decision. 2. Reconsideration requests shall be received within five days of mailing the notice of decision. The Staff Advisor shall decide within three days whether to reconsider the matter. 3. If the Staff Advisor is satisfied that an error occurred crucial to the decision, the Staff Advisor shall withdraw the decision for purposes of reconsideration. The Staff Advisor shall decide within ten days to affirm, modify, or reverse the original decision. The City shall send notice of the reconsideration decision to affirm, modify, or reverse to any party entitled to notice of the planning action. 4. If the Staff Advisor is not satisfied that an error occurred crucial to the decision, the Staff Advisor shall deny the reconsideration request. Notice of denial shall be sent to those parties that requested reconsideration. G. Appeal of Type I Decision. A Type I decision may be appealed to the Planning Commission, pursuant to the following: 1. Who May Appeal. The following persons have standing to appeal a Type I decision. a. The applicant or owner of the subject property. b. Any person who is entitled to written notice of the Type I decision pursuant to subsection 18.5.1.050.B. c. Any other person who participated in the proceeding by submitting written comments on the application to the City by the specified deadline. 2. Appeal Filing Procedure. a. Notice of Appeal. Any person with standing to appeal, as provided in subsection 18.5.1.050.G.1, above, may appeal a Type I decision by filing a notice of appeal and paying the appeal fee according to the procedures of this subsection. The fee required in this section shall not apply to appeals made by neighborhood or community organizations recognized by the City and whose boundaries include the site. If an appellant prevails at the hearing or upon subsequent appeal, the fee for the initial hearing shall be refunded. b. Tinge for Filing. A notice of appeal shall be filed with the Staff Advisor within 12 days of the date the notice of decision is mailed. c. Content of Notice of Appeal. The notice of appeal shall be accompanied by the required filing fee and shall contain, i. An identification of the decision being appealed, including the date of the decision. ii, A statement demonstrating the person filing the notice of appeal has standing to appeal. iii. A statement explaining the specific issues being raised on appeal. iv. A statement demonstrating that the appeal issues were raised during the public comment period. d. The appeal requirements of this section must be fully met or the appeal will be considered by the City as a jurisdictional defect and will not be heard or considered. 3. Scope of Appeal. Appeal hearings on Type I decisions made by the Staff Advisor shall be de novo hearings before the Planning Commission. The appeal shall not be limited to the application materials, evidence and other documentation, and specific issues raised in the review leading up to the Type I decision, but may include other relevant evidence and arguments. The Commission may allow additional evidence, testimony, or argument concerning any relevant ordinance provision. 4. Appeal Hearing Procedure. Hearings on appeals of Type I decisions follow the Type II public hearing procedures, pursuant to section 18.5.1.060, subsections A - E, except that the decision of the Planning Commission is the final decision of the City on an appeal of a Type I decision. A decision on an appeal is final the date the City mails the adopted and signed decision. Appeals of Commission decisions must be filed with the State Land Use Board of Appeals, pursuant to ORS 197.805 - 197.860. COMMUNITY DEVELOPMENT DEPARTMENT Tel: 541488-5305 51 Winburn Way Fax: 541-552-2050 ` 1 Ashland, Oregon 97520 TTY: 800-735-2900 www.ashland.or.us (i'r' ASHLAND PLANNING DIVISION FINDINGS & ORDERS I PLANNING ACTION: PA-2016-00200 SUBJECT PROPERTY: 212 Vista Street APPLICANT: Kerry KenCairn OWNER: Dana Barton DESCRIPTION: A request for a Physical and Environmental Constraints Review permit for development of hillside lands with slopes of 25 percent and greater and of severe constraints lands with slopes greater than 35 percent to allow for grading, filling, and the construction of retaining walls and storm water drainage facilities for the property located at 212 Vista Street. The request includes approval of an exception to the development for hillside development standards to exceed the maximum cut slope of seven feet in height. COMPREHENSIVE PLAN DESIGNATION: Single-Family Residential; ZONING: R-1-7.5; ASSESSOR'S MAP: 39 lE 09BC; TAX LOT: 7600. SUBMITTAL DATE: February 1, 2016 DEEMED COMPLETE DATE: February 19, 2016 STAFF APPROVAL DATE: March 21, 2016 APPEAL DEADLINE (4:30 P.M.): April 4, 2016 FINAL DECISION DATE: April 5, 2016 APPROVAL EXPIRATION DATE: October 5, 2017 DECISION The property is located at 212 Vista Street on the south side of Vista Street, between the intersections of Vista Street with Fork and First. The property is a trapezoidal shape, roughly 0.22 acres in area, and is zoned R-1-7.5 (Single-Family Residential). The property slopes uphill from Vista Street with benches or terraces roughly running in an east-west direction that are comprised of areas of sloes of 35 percent and greater, areas of 25 to 35 percent slope, and some areas of less than 20 percent slope. There are four trees on the west and south side of the property ranging from 12 inches diameter at breast height (DBH) to 32 inches DBH. The application notes that an additional cedar located at the rear of the property was previously removed because it was dead. The application involves a request for a Physical & Environmental Constraints Review Permit to allow for grading, filling, and the construction of retaining walls and storm water drainage facilities on Hillside and Severe Constrains Lands for the property located at 212 Vista Street. The application includes a request for Exceptions to the Development Standards for Hillside Lands to exceed the maximum cut slope of seven feet in height. The application describes the purpose of the grading and retaining walls at the rear and sides of the residence to solve drainage problems and provide access to the rear of the home. In addition, the front yard area between Vista Street and the front of the house is a steep slope. The proposal is to decrease the slope of the area in front of the house and provide a walkway from the sidewalk to the front porch/door. The most recent excavation of the site began in late 2015. The building contractor and property owner were notified that the earth work had occurred in areas with slopes 25 percent and greater and therefore would require a Physical Constraints Review Permit. Subsequently, the owner submitted an PA #2016-00200 212 VistalMH Page 1 application for the planning application for development in Hillside and Severe Constraints Lands in February 2016. The application includes a slope analysis which shows slopes in excess of 25 percent to the front, rear, and east side of the residence. Lands which have a slope of 25 percent and greater are defined as Hillside Lands in the Ashland land use ordinance (AMC 18.3.10.060.13) and lands which have a slope greater than 35 percent are defined as Severe Constraints Lands (AMC 183.10.060.1)). Earth-moving activities and construction in Hillside and Severe Constraints Lands requires a Physical and Environmental Constraints Permit because these areas are subject to damage from erosion and slope failure. The application includes grading in the areas surrounding the home in areas of slopes in excess of 25 percent. In addition, a series of retaining walls and drainage facilities will be constructed in these areas. The construction of a pool and retaining wall at the rear of the property is included on in the application. However, the grading and related pool construction is in an area of less than 20 percent slope and therefore does not require a planning approval for development of Hillside Lands. The development standards for Hillside Lands in AMC 18.3.10.090 require a geotechnical expert to design grading, retaining walls, drainage, and erosion control. The application includes a geologic investigation and hazard study dated January 24, 2016 which has recommendations for grading, retaining walls, drainage, and erosion control. Comments were received from neighboring property owners regarding the proximity of the cut slope to the west property line and the stability of the fence and yard area directly to the west of the subject site. The cut slope will be retained by the construction of the wall at the rear of the house and the geologic investigation and hazard study includes recommendations for the type of material and compaction of the wall backfill. The geologic investigation and hazard study also includes recommendations for directing drainage away from footings, retaining walls, and the house including providing foundation drains on the uphill side of retaining wall foundations and hard-piping downspouts away from the house and away from moderate and steep slopes. Conditions are added to this approval requiring evidence from the project geotechnical expert that the building permit submittals are consistent with the referenced report recommendations and a report on the inspections throughout the project construction by the project geotechnical expert as recommended in #7 on page 3 and #6 on page 4 of the geologic investigation and hazard study submitted with the application. The geotechnical investigation and hazard study submitted with the application notes that the property is suitable for development with the proposed improvements, and notes that excavation exposes granitic soils over severely weather granite. The report concludes that if the geotechnical recommendations for development are followed, it is the geotechnical engineer's opinion that there is no significant risk of slope instability on the lot. The application notes that the applicants are proposing an Exception to the Development Standards for Hillside Lands to exceed the maximum cut slope of seven feet in height. A cut slope is located behind the home. The cut is approximately five feet from the rear of the home and runs from one side of the lot to the other side of the lot. The application includes constructing a retaining wall to secure the cut slope. A 32 inch DBH incense cedar is located uphill from the cut slope. The retaining wall will continue around the west side of the home and creating a flat patio area that is connected to the front PA #2016-00200 212 Vista/MH Page 2 1 yard by a new staircase. According to the tree protection plan included in the application the trunk, of the incense cedar is approximately 18 feet from the proposed retaining wall and the drip line of the tree extends over the retaining wall and the back of the home. The Hillside Standards require cuts over seven feet in height to be broken into five foot sections that are terraced and separated by a minimum of three feet in a horizontal direction. The justification for the exception to exceed the maximum cut slope is because a series of cuts in an uphill direction would further intrude into the drip line of the incense cedar tree. i Staff believes the exception to make one cut exceeding the maximum cut slope of seven feet rather than a series of smaller cuts meets the approval for an Exception to the Development Standards for Hillside Lands. The location of the large stature incense cedar and residence are existing with limited distance between the tree and cut slope. The cut behind the home is intended to create a passage to the rear of the property and direct storm drainage away from the home. Making one cut is intended to j' protect the tree and the area behind the home will accommodate a four-foot wide pathway at the rear of the home. Given the conditions, the use of one cut and providing a minimal amount of space behind i' the home is the minimum necessary to address the access and storm drainage issues. The exception is consistent with the purpose of the Physical and Environmental Constraints Overlay chapter of the land use ordinance by retaining a cut into a slope of greater than 35 percent, protecting a significant tree, creating access to the back of the home, and resolving past drainage problems at the rear of the residence. Comments received from neighboring property owners raise issues about the health and stability of the large stature incense cedar tree and the impact of the cut behind the home to the stability of the tree. The tree protection plan included in the application and prepared by a licensed landscape architect indicates the large stature incense cedar is in good health. In addition, the project landscape architect indicated that the grading that has been performed on the site has not significantly impacted the trees roots. The application notes that the proposal includes that all of the cut slopes will be retained with walls and fill slopes will be planted with erosion control plantings. The application explains that the front yard behind the sidewalk in Vista Street will initially be planted with erosion control plantings and ornamental landscaping phased into the area over time. The access area behind the house and the yard area to the east of the house will be finished with compacted crushed granite as a final surface treatment. A new storm drain line is shown connecting the pool area to the existing storm drain in Vista Street and the line appears to be located within the tree protection zone of the large stature incense cedar tree (tree #2 on the Tree Protection Plan L1.0). The Tree Protection Plan notes underground utilities and drain lines shall be routed outside the tree protection zone and if the lines must transverse the tree protection zone they shall be tulmeled or bored under the roots. The application does not address other types of utility lines that may be needed to service the pool located at the rear of the lot. Conditions are added requiring an updated tree protection plan L 1.0 that clearly shows all proposed utility lines in relation to the tree protection zones with the building permit submittals and a report on the inspections throughout the project construction by the project landscape architect as detailed in the tree protection and removal notes on the Tree Protection Plan L1.0 submitted with the application. PA #2016-00200 212 Vista/NM Page 3 ~ I I I The approval criteria for a Physical & Environmental Constraints Review Permit are detailed in AMC 18.3.10.050 as follows: A. Through the application of the development standards of this chapter, the potential impacts to the property and nearby areas have been considered, and adverse impacts have been minimized. 8. That the applicant has considered the potential hazards that the development may create and implemented measures to mitigate the potential hazards caused by the development. C. That the applicant has taken all reasonable steps to reduce the adverse impact on the environment. Irreversible actions shall be considered more seriously than reversible actions. The Staff Advisor or Planning Commission shall consider the existing development of the surrounding area, and the maximum development permitted by this ordinance. The approval criteria for an Exception to the Development Standards for Hillside Lands are detailed in AMC 18.3.10.090.H as follows: 1, There is demonstrable difficulty in meeting the specific requirements of this chapter due to a unique or unusual aspect of the site or proposed use of the site. 2. The exception will result in equal or greater protection of the resources protected under this chapter, 3. The exception is the minimum necessary to alleviate the difficulty, 4, The exception is consistent with the stated Purpose and Intent of chapter 18.3. 10 Physical and Environmental Constraints Overlay chapter and section 18.3.10.090 Development Standards for Hillside Lands. Conclusion and Conditions In staff's assessment, the proposal has been carefully thought out to minimize the disturbance of the site and its trees. Based on the application material submitted, the application with the attached conditions complies with all applicable City ordinances. Therefore, Planning Action #2016-00200 is approved with the following conditions. If any one or more of the following conditions are found to be invalid for any reason whatsoever, then Planning Action #2016-00200 is denied. The following are the conditions and they are attached to the approval: 1) That all proposals of the applicant shall be conditions of approval unless otherwise specifically modified herein. 2) That the guard rail on top of the retaining walls shall meet the fence height requirements in AMC 18.4.4, 060 if the guard rail is located in the front, side, or rear yard. 3) Public Works permits and associated inspections shall be obtained for any work to occur within the public right-of-way. 4) The storm drainage plan and erosion control plan shall be provided with the building permit submittals. 5) That the tree protection fencing and temporary erosion control measures (i.e. silt fencing, bale barriers, etc.) shall be installed according to the approved plans prior to issuance of the building permit for the retaining walls in slopes of 25 percent and over, storage of materials, or PA #2016-00200 212 Vista/NH Page 4 commencement of any site work. The tree protection and temporary erosion control measures shall be inspected and approved by the Ashland Planning Department prior to site work, storage of materials, the issuance of an excavation permit, and/or the issuance of a building permit. 6) That the project geotechnical expert shall inspect the site according to the inspection schedule geologic investigation and hazard study submitted with the application and dated January 24, 2016. Prior to issuance of a certificate of occupancy, the project geotechnical expert shall provide a final report indicating that the approved grading, drainage, and erosion control measures were installed as per the approved plans, and that all scheduled inspections were conducted by the project geotechnical expert periodically throughout the project. 7) That the project landscape architect shall inspect work within the tree protection zones, including but not limited to excavation for utilities and trimming trees, as detailed in the Tree Protection Plan L 1.0 submitted with the application. Prior to issuance of a certificate of occupancy, the project landscape architect shall provide a final report indicating that the approved tree protection measures were installed as per the approved plans, and that all scheduled inspections were conducted by the project landscape architect periodically throughout the project. 8) The landscaping and irrigation for re-vegetation of cut/fill slopes and erosion control shall be installed in accordance with the approved plan prior to a certificate of occupancy. Vegetation shall be installed in such a manner as to be substantially established within one year of installation. That all measures installed for the purposes of long-term erosion control, including but not limited to vegetative cover, rock walls, retaining walls and landscaping shall be maintained in perpetuity on all areas in accordance with AMC 18.3.10.090.B.7.a. March 21, 2016 Zaga Harris, Planning Manager Date Community Development Department PA #2016-00200 212 Vista/NM Page 5 AFFIDAVIT OF MAILING I STATE OF OREGON ) County of Jackson ) 4 The undersigned being first duly sworn states that: 1. 1 am employed by the City of Ashland, 20 East Main Street, Ashland, Oregon 97520, in the Community Development Department. 2. On March 21, 2016 1 caused to be mailed, by regular mail, in a sealed envelope with postage fully prepaid, a copy of the attached planning action notice to each person listed on the attached mailing list at such addresses as set forth on this list under each person's name for Planning Action #2016-00200, 212 Vista. Signature of Employee Documenl2 3/21/2016 PA-2016-00200 391 E09BC 5800 PA-2016-00200 391 E09BC 7600 PA-2016-00200 391 E09BC 7800 ANDERSON ANDRE BARTON DANA LEE BLOOM BENJAMIN M/LAURA A PO BOX 3577 212 VISTA ST 215 GLENVIEW DR ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 5900 PA-2016-00200 391 E09BC 5600 PA-2016-00200 391 E09BC 5700 BUFFINGTON JANE N CC/O ONSERVANCY LLC CONSERVANCY LLC ROGER SHAW 1800 SE 10TH AVE SUITE 400 104 S SHAW ROGER 104 S 1ST ST FT LAUDERDALE, FL 33316 104 FIRST ST ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 7400 PA-2016-00200 391 E09BC 5400 PA-2016-00200 391 E09BD 16500 DE BOER SIDNEY B TRSTEE FBO EDWARDS OREN R FOX ELISA 234 VISTA ST 219 N MOUNTAIN AVE 244 HARGADINE ST ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 5300 PA-2016-00200 391 E09BC 6100 PA-2016-00200 391 E09BC 7700 FREDERICK ALLAN J/ZIEGLER KIRSTEN HARDWICK CLAUDIA HICKS BILLIE/PAULA DAYSTAR 1910 STEINER ST 2552 EDGEWATER DR 190 VISTA ST - SAN FRANCISCO, CA 94115 EUGENE, OR 97401 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 5100 PA-2016-00200 391 E09BC 5700 PA-2016-00200 391 E096C 7802 HOWE CHARLES L TRUSTEE ET AL KELL GEORGE KING BOBBY R/TRICIA G 3810 SE BYBEE BLVD 333 MOUNTAIN VIEW ESTS 78 136 W FORK ST PORTLAND, OR 97202 TALENT, OR 97540 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 7801 PA-2016-00200 391 E09BC 7701 PA-2016-00200 391 E09BC 7803 LARSON WENDY D/MATTHEW W S LAU-SMITH JO-ANNE MOREY PAMELA S 1 TAPPAN CT PO BOX 1341 205 GLENVIEW DR ORINDA, CA 94563 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 6201 PA-2016-00200 391 E09BC 7500 PA-2016-00200 391 E09BC 4300 OREGON SHAKESPEARE FESTIVAL PORTER ROBERT P TRUSTEE ET AL ROSS CAROL M TRUSTEE ET AL PO BOX 158 4640 SOMERSET PL SE 115 FORK ST ASHLAND, OR 97520 BELLEVUE, WA 98006 ASHLAND, OR 97520 e PA-2016-00200 391 E09BC 6000 PA-2016-00200 391 E09BC 7804 PA-2016-00200 SHAW ROGER A TRUSTEE ET AL TRIVERS JOHN/CARYN B BELAFSKY CHARLOTTE LIN/ROBERT PORTER 104 S FIRST ST 211 GLENVIEW DR 232 VISTA ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 PA-2016-00200 PA-2016-00200 KENCAIRN LANDSCAPE LUCID DESIGNS APPLIED GEOTECHNICAL ENGINEERING 545 A ST, STE 3 MICHAEL DAVID URI ROBIN WARREN ASHLAND, OR 97520 PO BOX 3323 1314-B CENTER DR, #452 ASHLAND, OR 97520 MEDFORD, OR 97501 PA-2016-00200 PA-2016-00200 PA-2016-00200 KAS & ASSOCIATES TERRASURVEY STURLEE CONSTRUCTION SCOTT PINGLE FRED FRANZ 2247 MARTIN DR 304 S HOLLY 274 FOURTH ST MEDFORD, OR 97501 MEDFORD, OR 97501 ASHLAND, OR 97520 Maria Harris From: Derek Severson Sent: Monday, February 29, 2016 10:52 AM To: Maria Harris Subject: Fw: Tree Commission: tall conifer undermined by excavation at 212 Vista St Attachments: Corn mentsOnPlan ningApplication212Vista022516crl.docx Maria, I wanted to make sure that this had made it's way to you. - Derek FEB 28 Derek Severson, Associate Planner City of Ashland, Department of Community Development 51 Winburn Way, Ashland, OR 97520 PH: (541) 552-2040 FAX: (541) 552-2050 TTY: 1-800-735-2900 E-MAIL: derek.severson@ashland.or.us This e-mail transmission is the official business of the City of Ashland, and is subject to Oregon's public records laws for disclosure and retention. If you've received this e-mail in error, please contact me at (541) 552- 2040. Thank you. From: Gregg Trunnell <gtrunnell@mates.org> Sent: Sunday, February 28, 2016 10:02 AM To: Derek Severson Subject: FW: Tree Commission: tall conifer undermined by excavation at 212 Vista St FYI. From: Charlotte Lin [mailto:clin@palvestia.com] Sent. Sunday, February 28, 2016 9:47 AM To: Gregg Trunnell Cc: caseyprolandtreecare@gmail.com Subject: Tree Commission: tall conifer undermined by excavation at 212 Vista St I submitted the attached document to the Planning Office, but wanted to be sure you Tree Commissioners were in the loop. A huge conifer uphill of the new 212 Vista St house now leans at an increasing slant, undermined by extensive excavation between house and tree, possibly further destabilized by recent excavation for a swimming pool near the tree. The entire project has run at least 3 years, with startling construction changes and deep excavation dating back at least 2 years. Since that time, we've observed with some alarm both the increased slant and decreased color in the foliage. We suspect a bonded arborist would declare the tree to be dying, in need of being cut down. ChcwtoWe, LLvvEr 1ZcbevtP Po-vter 232 VttcvSt- i crl24@cornqll.edu 425-747-8301 or 541-201-1012 I I I e c I' `krr i 2 i LETTER TO CITY OF ASHLAND PLANNING DEPARTMENT AND PLANNING COMMISSION Planning Action: PA-2015-00200 Subject Property: 212 Vista Street Concerns and Requests: Listed below From: R.G. Hicks and Paula Daystar 190 Vista Street, Ashland, Oregon We are neighbors directly adjacent and west of the 212 Vista St. property at 190 Vista St. We are concerned about these potential impacts to our property. (As stated earlier by e- mail - to City Staff - we expect the City to negotiate solutions, as appropriate using City Codes and Regulations and Ordinances.) Progress has been made regarding potential problems and we are encouraged that a licensed and experienced geotechnical engineer is now part of the design and construction team. I would like to state - I moved into this Historic District house, 190 Vista - in 1969. We have i had many great years in this house and on this land. i Following is a list of the concerns Note: Most all the concerns described below essentially result from the 20 foot extension of the original 212 Vista St. house. This extension was granted by Planning in about 2012. This extension necessitated the deep cut and high retaining wall; caused impingement onto 190 Vista St. property line; resulted in the need for safety barrier at east end of the retaining wall; caused specialized construction at the 190 Vista St. fence line; and stability and arborist study of the cedar tree. 1. EXCAVATION IS CLOSE TO PROPERTY LINE: The west end of the major retaining wall excavation (behind the 212 Vista house) extends to and has failed to beyond, in some places - the 190 Vista St. property line. A deep (6-7 feet) and dangerous hole (base of excavation) was created there. (This has been a hazard since early December 2015.) This is a serious legal liability and a danger that exists for all my family and for anyone who walks along the east side of 190 Vista St. I understand that the plan is to install appropriate barriers when the wall is completed. In the mean time it would be prudent to deal with this hazard with secure fencing now and during construction. 2. REPAIRS TO FENCING IS REQUIRED: The fence at the southeast corner of 190 Vista St. is back yard is undermined (for short distances) by the above described retaining wall 1 c= excavation. This cut slope is, in places, failing under the fence, past the property line. We need a secure fence to retain our dog. The original plans indicate backfill to restore the ground slope to support the new cut face. This backfill must either be of rock or constructed with compactable soil at such a flat slope that it will correct the problem and not erode and undermine our fence or fence posts. 3. CEOTECHNICAL AND AROORISTS REPORTS: The large (3®4 feet diameter) cedar tree above the high cutslope at southwest corner of the 212 Vista St. house is a major item of concern. About 8 ®10 years ago, a large limb (near one foot diameter at base) fell from this tree and did major damage to the deck behind our home at 190 Vista Street. This limb fell within 10 feet of the rear of our home. Such accidents must be considered possible. However, the main concern here is health and stability of this tree when combined with the deep excavation a short distance from the tree base. We are requesting receipt of copy of a geotechnical and arborist evaluations to determine its stability and health. The geotech study should use major storm forces and separately, seismically induced instability forces. (We have been advised that we should have this information available when we decide to sell this 190 Vista St. property.) 4. CHICKENS AND PENS: This separate issue has been clarified recently by a letter from Kevin Flynn, City Code Compliance Officer. The chickens and pen have been illegally located in the front yard area of 212 Vista St. for about 3 years. We have been informed (by K.Flynn) that they will be moved to a legally approved location behind or to the east of the 212 Vista house once construction is completed. We are eagerly awaiting this is change. 2 February 25, 2016 Robert Porter and Charlotte Lin 232 Vista St Ashland, OR 97520 crl24C@cornell.edu (best contact, for OSFers who mostly live in Seattle) City of Ashland Planning Commissioners and Tree Commissioners 51 Winburn Way Ashland, OR 97520 Concerning Application PA-2015-00200, 212 Vista St Dear Commissioners: Thank you for the chance to comment on the development at 212 Vista St, next-door to our house. This is an unexpected opportunity, not previously noticed over the several years that development work has started/stopped/restarted. A huge conifer uphill of the new 212 Vista St house now leans at an increasing slant, undermined by extensive deep excavation between house and tree, possibly further destabilized by recent excavation for a swimming pool near the tree. This tree is a major hazard, being large enough to stretch across the property. Our treefall risk is severe damage to our fence, the ancient oak just inside our fence and thence, our house. We believe that risk mitigation requires that the tree be secured by a bonded arborist, or taken down. Our fence was already damaged once by the builders. The contractor at that time did repair the damage, but the recent excavation now threatens the fence at its base. We want the fence to be secured and responsibility accepted by the owner of 212 Vista for any further damage. Sincerely, Robert Porter and Charlotte Lin FED 2 6 2016 LETTER TO CITY OF ASHLAND PLANNING DEPARTMENT AND PLANNING COMMISSION Planning Action: PA-2015-00200 FED 2016 Subject Property: 212 Vista Street Concerns and Requests: Listed below From: B.G. Hicks and Paula Daystar 190 Vista Street, Ashland, Oregon We are neighbors directly adjacent and west of the 212 Vista St. property at 190 Vista St. We are concerned about these potential impacts to our property. (As stated earlier by e- mail - to City Staff - we expect the City to negotiate solutions, as appropriate using City Codes and Regulations and Ordinances.) Progress has been made regarding potential problems and we are encouraged that a licensed and experienced geotechnical engineer is now part of the design and construction team. I would like to state - I moved into this Historic District house, 190 Vista - in 1969. We have had many great years in this house and on this land. Following is a list of the concerns : i Note: Most all the concerns described below essentially result from the 20 foot extension of the original 212 Vista St. house. This extension was granted by Planning in about 2012. This extension necessitated the deep cut and high retaining wall; caused impingement onto 190 Vista St. property line; resulted in the need for safety barrier at east end of the retaining wall; caused specialized construction at the 190 Vista St. fence line; and stability and arborist study of the cedar tree. 1. EXCAVATION IS CLOSE TO PROPERTY LINE: The west end of the major retaining wall excavation (behind the 212 Vista house) extends to and has failed to beyond, in some places - the 190 Vista St. property line. A deep (6-7 feet) and dangerous hole (base of excavation) was created there. (This has been a hazard since early December 2015.) This is a serious legal liability and a danger that exists for all my family and for anyone who walks along the east side of 190 Vista St. I understand that the plan is to install appropriate barriers when the wall is completed. In the mean time it would be prudent to deal with this hazard with secure fencing now and during construction. 2. REPAIRS TO FENCING IS REQUIRED: The fence at the southeast corner of 190 Vista St. l back yard is undermined (for short distances) by the above described retaining wall j Ii 1 excavation. This cut slope is, in places, failing under the fence, past the property line. We need a secure fence to retain our dog. The original plans indicate backfill to restore the ground slope to support the new cut face. This backfill must either be of rock or constructed with compactable soil at such a flat slope that it will correct the problem and not erode and undermine our fence or fence posts. 3. GEOTECHNICAL AND ARBORISTS REPORTS: The large (3-4 feet diameter) cedar tree above the high cutslope at southwest corner of the 212 Vista St. house is a major item of concern. About 8 -10 years ago, a large limb (near one foot diameter at base) fell from this tree and did major damage to the deck behind our home at 190 Vista Street. This limb fell within 10 feet of the rear of our home. Such accidents must be considered possible. However, the main concern here is health and stability of this tree when combined with the deep excavation a short distance from the tree base. We are requesting receipt of copy of a geotechnical and arborist evaluations to determine its stability and health. The geotech F study should use major storm forces and separately, seismically induced instability forces. (We have been advised that we should have this information available when we decide to sell this 190 Vista St. property.) 4. CHICKENS AND PENS: This separate issue has been clarified recently by a letter from Kevin Flynn, City Code Compliance Officer. The chickens and pen have been illegally located in the front yard area of 212 Vista St. for about 3 years. We have been informed (by K.Flynn) that they will be moved to a legally approved location behind or to the east of the 212 Vista house once construction is completed. We are eagerly awaiting this change. 2 CITY F Planning Department, 51 Winbw., Way, Ashland, Oregon 97520 541-488-5305 Fax: 541-552-2050 www,ashland.or.us TTY: 1-800-735-2900 17, NOTICE OF APPLICATION PLANNING ACTION: PA-2015-00200 SUBJECT PROPERTY: 212 Vista Street OWNER/APPLICANT: Dana Barton / Kerry Kencairn DESCRIPTION: A request for a Physical and Environmental Constraints Review permit for development of hillside lands with slopes of 25 percent and greater and of severe constraints lands with slopes greater than 35 percent to allow for grading, filling, and the construction of retaining walls and storm water drainage facilities for the property located at 212 Vista Street. The request includes approval of an exception to the development for hillside development standards to exceed the maximum cut slope of seven feet in height. COMPREHENSIVE PLAN DESIGNATION: Single-Family Residential; ZONING: R-1-7.5; ASSESSOR'S MAP: 391 E 09BC; TAX LOTS: 7600. I NOTE: The Ashland Tree Commission will also review this Planning Action on Thursday, March 3, 2016 at 6:00 PM in the Community Development and Engineering Services building (Siskiyou Room), located at 51 Winburn Way. NOTICE OF COMPLETE APPLICATION: February 19, 2016 DEADLINE FOR SUBMISSION OF WRITTEN COMMENTS: March 4, 2016 y" SUBJECTPROPERTY - 212 Vista Street _ PA-2016-00200 j 1:600 c rT v Or 1 Inch = 50 feet AS I-t LA N D .sue{ ~c W~pin9lc cchemMl<only and 6e&a no wxlanty ofattuecy. pr~ ~yrt `3~' All loatum,a4uctucm,/xil~tt, ~eneM rodvay loulbnc fhnuld ba hMapendemty lkld verllkd loeaictence and'or bcnlon. The Ashland Planning Division Staff has received a complete application for the property noted above. Any affected property owner or resident has a right to submit written comments to the City of Ashland Planning Division, 51 Winburn Way, Ashland, Oregon 97520 prior to 4:30 p.m. on the deadline date shown above. Ashland Planning Division Staff determine if a Land Use application is complete within 30 days of submittal. Upon determination of completeness, a notice is sent to surrounding properties within 200 feet of the property submitting application which allows for a 14 day comment period. After the comment period and not more than 45 days from the application being deemed complete, the Planning Division Staff shall make a final decision on the application. A notice of decision is mailed to the same properties within 5 days of decision. An appeal to the Planning Commission of the Planning Division Staff's decision must be made in writing to the Ashland Planning Division within 12 days from the date of the mailing of final decision. (AMC 18.108.040) The ordinance criteria applicable to this application are attached to this notice. Oregon law states that failure to raise an objection concerning this application, by letter, or failure to provide sufficient specificity to afford the decision maker an opportunity to respond to the issue, precludes your right of appeal to the Land Use Board of Appeals (LUBA) on that issue. Failure to specify which ordinance criterion the objection is based on also precludes your right of appeal to LUBA on that criterion. Failure of the applicant to raise constitutional or other issues relating to proposed conditions of approval with sufficient specificity to allow this Department to respond to the issue precludes an action for damages in circuit court. A copy of the application, all documents and evidence relied upon by the applicant and applicable criteria are available for inspection at no cost and will be provided at reasonable cost, if requested. All materials are available at the Ashland Planning Division, Community Development & Engineering Services Building, 51 Winburn Way, Ashland, Oregon 97520. If you have questions or comments concerning this request, please feel free to contact the Ashland Planning Division at 541-488-5305, doo. PHYSICAL & ENVIRONMENTAL CONSTRAI~ 18.3.10.050 An application for a Physical Constraints Review Permit is subject to the Type I procedure in section 18.5.1.050 and shall be approved if the proposal meets all of the following criteria. A. Through the application of the development standards of this chapter, the potential impacts to the property and nearby areas have been considered, and adverse impacts have been minimized. B. That the applicant has considered the potential hazards that the development may create and implemented measures to mitigate the potential hazards caused by the development. C. That the applicant has taken all reasonable steps to reduce the adverse impact on the environment. Irreversible actions shall be considered more seriously than reversible actions. The Staff Advisor or Planning Commission shall consider the existing development of the surrounding area, and the maximum development permitted by this ordinance. I r L GAcomm-deOplanningTianning Actions\Noticing PolderWailed Notices & Signs\2016TA-2016-00200.docr AFFIDAVIT OF MAILING STATE OF OREGON ) County of Jackson ) i i c The undersigned being first duly sworn states that: 1. I am employed by the City of Ashland, 20 East Main Street, Ashland, Oregon 97520, in the Community Development Department. j'. 2. On February 19, 2016 1 caused to be mailed, by regular mail, in a sealed envelope with postage fully prepaid, a copy of the attached planning action notice to each person listed on the attached mailing list at such addresses as set forth on this list under each person's name for Planning Action #2015-00200, 212 Vista Street. M oar Sig ure of Employee I" Docume* 2118/2016 PA-2016-00200 391 E09 BC 5800 PA-2016-00200 391 E09BC 7600 Fri-2016-00200 391 E09BC 7800 ANDERSON ANDRE BARTON DANA LEE BLOOM BENJAMIN M/LAURA A PO BOX 3577 212 VISTA ST 215 GLENVIEW DR ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 5900 PA-2016-00200 391 E09BC 5600 PA-2016-00200 391 E09BC 5700 BUFFINGTON JANE N CONSERVANCY LLC CONSERVANCY LLC 1800 SE 10TH AVE SUITE 400 104 S FIRST ST 104 S 1ST ST FT LAUDERDALE, FL 33316 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 7400 PA-2016-00200 391 E09BC 7501 PA-2016-00200 391 E09BC 5400 DE BOER SIDNEY B TRSTEE FBO DEBOER SIDNEY B TRUSTEE ET AL EDWARDS OREN R 234 VISTA ST 234 VISTA ST 219 N MOUNTAIN AVE ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BD 16500 PA-2016-00200 391 E09BC 5300 PA-2016-00200 391 E09BC 6100 FOX ELISA FREDERICK ALLAN J/ZIEGLER KIRSTEN HARDWICK CLAUDIA 244 HARGADINE ST 1910 STEINER ST 2552 EDGEWATER DR ASHLAND, OR 97520 SAN FRANCISCO, CA 94115 'EUGENE, OR 97401 PA-2016-00200 391 E09BC 7700 PA-2016-00200 391 E09BC 5100 PA-2016-00200 391 E09BC 5700 HICKS BILLIE/PAULA DAYSTAR HOWE CHARLES L TRUSTEE ET AL KELL GEORGE 190 VISTA ST 3810 SE BYBEE BLVD 333 MOUNTAIN VIEW ESTS 78 ASHLAND, OR 97520 ! PORTLAND, OR 97202 li TALENT, OR 97540 f PA-2016-00200 391 E09BC 7802 PA-2016-00200 391 E09BC 7801 PA-2016-00200 391 E09BC 7805 KING BOBBY R/TRICIA G LARSON WENDY D/MATTHEW W S LARSON WENDY D/MATTHEW W S 136 W FORK ST 1 TAPPAN CT 1 TAPPAN CT ASHLAND, OR 97520 ORINDA, CA 94563 ORINDA, CA 94563 PA-2016-00200 391 E09BC 7701 PA-2016-00200 391 E09BC 7803 PA-2016-00200 391 E09BC 6201 LAU-SMITH JO-ANNE MOREY PAMELA S OREGON SHAKESPEARE FESTIVAL PO BOX 1341 205 GLENVIEW DR ASSN ASHLAND, OR 97520 ASHLAND, OR 97520 PO BOX 158 ASHLAND, OR 97520 PA-2016-00200 391 E09BD 16400 PA-2016-00200 391 E09BC 7500 PA-2016-00200 391 E09BC 4300 OREGON SHAKESPEARE FESTIVAL PORTER ROBERT P TRUSTEE ET AL ROSS CAROL M TRUSTEE ET AL ASSN 4640 SOMERSET PL SE 115 FORK ST PO BOX 158 BELLEVUE, WA 98006 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 391 E09BC 6000 PA-2016-00200 391 E09BC 7804 PA-2016-00200 SHAW ROGER A TRUSTEE ET AL TRIVERS JOHN/CARYN B BELAFSKY KERRY KENCAIRN 104 S FIRST ST 211 GLENVIEW DR 545 A STREET SUITE 3 ASHLAND, OR 97520 ASHLAND, OR 97520 ASHLAND, OR 97520 PA-2016-00200 PA-2016-00200 PA-2016-00200 APPLIED GEOTECHNICAL ENGINEERING KAS AND ASSOCIATES LUCID DESIGNS 1314-B CENTER DRIVE #452 304 SOUTH HOLLY PO BOX 3323 MEDFORD, OR 97501 MEDFORD, OR 97501 ASHLAND, OR 97520 PA-2016-00200 2.12 VISTA TERRA SURVEY 2119/2016 NOD 274 4TH STREET 3~, ASHLAND, OR 97520 Win i j ' ' _ t 3 6 EMU INIRL L•L~E51 i c WTI CCI~' ~ l:ISaa BUD CrIP7_1 W44 F C L' E 1 moat I L' s colt C IFS 1 IDIN. cost UK 0094 SIR ODU CCU ! Da1 4 079, i F {01,9 1• ' s~ 0009 coop LIM-; oats QUO ropp . dY t" L 9S CC's: r II I Into; C. ? HE r ! } rr Y t 1IV . z e. . I 'fie toz, .i C•GO t Application Submittal - Addenda to Physical and Environmental Constraints 212 Vista Street 2Q 391E 09BC Tax Lot 7600 i E Owner Geotechnical Engineer Dana Lee Barton Robin Warren 212 Vista Street Applied Geotechnical Engineering Ashland, OR 97520 1314-B Center Drive #452 415 215-7503 Medford, Oregon 97501 541226-6658 Landscape Architect and Planning r Kerry KenCairn Structural Engineer KenCairn Landscape Architecture Scott Pingle 545 A Street Suite 3 KAS and Associates Ashland, OR 97520 304 South Holly 541 488-3194 Medford, OR 97501 Phone: (541) 772-5807 Building Design Michael David Uri Surveyor Lucid Designs Fred Franz PO BOX 3323 Terrasurvey Ashland, OR 97520 274 4th Street 541 951-3201 Ashland, Oregon 97520 18.3.10.090 H. Exception to the Development Standards for Hillside Lands. An exception under this section is not subject to the variance requirements of chapter 18.5.5 Variances. An application for an exception is subject to the Type I procedure in section 18.5.1.050 and may be granted with respect to the development standards for Hillside Lands if the proposal meets all of the following criteria. 1. There is demonstrable difficulty in meeting the specific requirements of this chapter due to a unique or unusual aspect of the site or proposed use of the site. The typical requirement of 7' maximum wall height does not work in this situation because of the location of the existing home and the location of an existing tree that is considered to be significant. 2. The exception will result in equal or greater protection of the resources protected under this chapter. Allowing a wall just under 9 feet (8'-7" at its highest) in this location will save an historic resource (the home) and a natural resource (a significant tree). There is not enough room between the existing finish floor of the house at 2034 and the existing root zone radius of the tree at 2043 to get more than one wall in between these to elevations and protect the is tree roots. Prior to this remodel, there was no egress or access to the back of the house, the existing slope met the home wall. This proposal allows for a three foot walkway around 212 Vista - Barton Residence February 1, 2016 t 2 the back of the home and a retaining wall to hold the earth away from the home. This solution is the minimum amount needed to solve the access problems and save the tree. 3. The exception is the minimum necessary to alleviate the difficulty. Prior to this remodel, there was no egress or access to the back of the house, the existing slope met the home wall. This proposal allows for a three foot walkway around the back of the home and a retaining wall to hold the earth away from the home. This solution is the minimum amount needed to solve the access problems and save the tree. I 4. The exception is consistent with the stated Purpose and Intent of chapter 18.3. 10 Physical and Environmental Constraints Overlay chapter and section 18.3.10.090 Development Standards for Hillside Lands. "The purpose of this chapter is to provide for safe, orderly, and beneficial development of districts characterized by diversity of physiographic conditions and significant natural features; to limit alteration of topography and reduce encroachment upon, or alteration of, any natural environment and; to provide for sensitive development in areas that are constrained by various natural features. Physiographic conditions and significant natural features can be considered to include, but are not limited to: slope of the land, natural drainage ways, wetlands, soil characteristics, potential landslide areas, natural and wildlife habitats, forested areas, significant trees, and significant natural vegetation." The proposal for a wall exceeding the maximum wall height allows this project to be consistent with the purpose and intent of this chapter by protecting a significant tree and allowing for a historic home to be a safe place to live while ameliorating drainage and erosion problems faced by the basement of the home in the past. Exhibit attached 212 Vista - Barton Residence February 1, 2016 ® / _~~J 8 8 8 p/ lP~ o. ~o ~ I i l i~ a ~ y P , I LIJ I d ~~~o l N tl Q ~ < V er ~o 0 mm \ r 0 I °m; a DETAIL - EXISTING CONDITIONS e#% / 1,_-8, OVERALL SURVEY- EXISTING CONDITIONS 2p T 2D3. N A2 ~ Ill= 16' V0 Q) i?ALlb~NNAIAWLLSULMUAKY ~ ' O o N 0 psi s~ ~s , ~ p~z~~ l ; o.,o ~ ~ ~ ~ ti~q r oo m ° "40 \ A ~ o Q nl Op pa '0 On ti~~ ° ash --n ~RG oTgs~ DETAIL - PROPOSED r ® CONDITIONS Exisitng condition is wall of house 10 112 feet away from minimum root zone sa ° of tree with 9 feet of elvation change. 2~~5 Proposed condition creates a 4 foot wide walk next to rear of hosue and a flt 81-7" wall at edge of tree root zone. ` ( • o c `0pF \ 01 /Z 6; e~0A k t Kerry KenCairn From: Dana Barton [danaleebarton@gmail.com] Sent: Monday, February 01, 2016 2:52 PM To: kerry kencairn Subject: Re: proposal Hi Kerry, You have my permission to sign the application for me. I'm at work in Yreka right now and cannot be in Ashland in 30 mins to get you a check for the application fee. Please let me know how you want to handle the application fee. Thanks. Dana On Mon, Feb 1, 2016 at 2:45 PM, Kerry KenCairn <kerry2kencaimlandscape.com> wrote: i i I am taki9ng the submittal down to the City in about a half hour. It will be at the front desk, ready for you to sign the application and give them a check. The application fee is under $1,200.00, 1 can sign for you with an email giving me permission if you like, though we still need to get them a check. If you want I can sign for it and get a check from you to give them, I know it might be hard to get over there during business hours due to working in Yreka. Let me know what you want to do. From: Dana Barton [mailto:danaleebartonC&cimail.com] Sent: Thursday, January 28, 2016 11:14 AM To: kerry kencairn Subject: Re: proposal Hi Kerry, I'm just checking in to see how things are progressing and what the timing looks like to file the application. Hope you're have a great day. i A Dana On Thu, Jan 14, 2016 at 5:18 PM, Kerry KenCairn <kerry a,kencairnlandscabe.com> wrote: Hi Dana, here is a not to exceed proposal, I think we will easily come in under this and you will be billed for time worked rather than a fixed fee. I would though llike to be paid what you owe me and 50% of the proposal up front to get going. We have time to turn this around within the next week. I have a geotechnical engineer 1 1 Application Submittal - Physical and Environmental Constraints 212 Vista Street 391E 09BC Tax Lot 7600 Owner Geotechnical Engineer Dana Lee Barton Robin Warren 212 Vista Street Applied Geotechnical Engineering Ashland, OR 97520 1314-B Center Drive #452 415215-7503 Medford, Oregon 97501 541226-6658 Landscape Architect and Planning Kerry Ken Cairn Structural Engineer KenCairn Landscape Architecture Scott Pingle 545 A Street Suite 3 KAS and Associates Ashland, OR 97520 304 South Holly 541 488-3194 Medford, OR 97501 Phone: (541) 772-5807 Building Design Michael David Uri Surveyor Lucid Designs Fred Franz PO BOX 3323 Terrasurvey Ashland, OR 97520 274 4th Street 541 951-3201 Ashland, Oregon 97520 Project Description This proposal is for a Physical and Environmental Constraints Permit, where there is an existing home. The home was built in the early twenties. This project intends to solve drainage and access issues around the home, while providing a flat terrace to the side of the home. Areas totaling 631sq.ft. adjacent to the house are in excess of 35%, and create positive drainage and earth to wood contact. A portion of the steep slope condition exists along the southeast edge of the house with the foundation and siding of the house at the toe a slope in excess of 35%. This project seeks to; 1) slope stormwater runoff at a 2% slope away from the house, and 2) create a safe and usable passage to the rear portion of the property. An additional area of steep slope in excess of 35% exists along the southeast property line. This area will be cut in order to even out the overall slope in that area. An additional steep slope condition exists between the front of the house and Vista Street. This area will be addressed by a cut & fill treatment to bring the entry of the house into a more historic entry pattern, and even out the grade for ornamental planting. This application includes details of the swimming pool installation and engineering, as well as the report developed by the geotechnical engineer. This project will require compliance with the following code sections: 18.3. 10 Physical and Environmental Constraints v 18.4.5 Tree Preservation and Protection Additionally, the project will require a swimming pool permit. 212 Vista - Barton Residence February 1, 2016 2 18.3.10 - Physical and Environmental Constraints Overlay 18.3.10.020 Applicability A. Physical Constraints Review Permit. 1. Alteration of Land. This project consists of 4,066 s.f. of disturbance for the alteration and enhancement of a lot that includes a pre-existing home with drainage issues and difficult site constraints. The project seeks to alleviate the drainage toward the home and create usable access around the perimeter of the house. The project also seeks to remove steep area adjacent to the home to create a flat side yard and even out the terrace existing slope in the front of the house. 3. Tree Removal. This project does not require tree removal, there are not any trees within the excavation or fill areas. Please see Sheet L 1.0 Tree Protection Plan included in this application. 18.3.10.050 Approval Criteria An application for a Physical Constraints Review Permit is subject to the Type I procedure in section 18.5.1.050 and shall be approved if the proposal meets all of the following criteria. j A. Through the application of the development standards of this chapter, the potential impacts to the property and nearby areas have been considered, and adverse impacts have been minimized. This proposal takes into account the close proximity of the neighboring properties and is designed to ameliorate drainage and grading problems for the home while protecting the j' neighbors land. On the East side of the property the earth is shown to be cut away, and addressed with a retaining wall, there are no improvements that project above the native grade. B. That the applicant has considered the potential hazards that the development may create and implemented measures to mitigate the potential hazards caused by the development. The primary potential hazards of this project are land instability and drainage problems for the existing home and the neighboring properties. As part of the process of designing draining and access solutions for the existing home, potential earth failures and drainage problems will be solved near the property liens which will serve both the existing home and the neighbors to create a more stable and erosion free environment. C. That the applicant has taken all reasonable steps to reduce the adverse impact on the environment. Irreversible actions shall be considered more seriously than reversible actions. The Staff Advisor or Planning Commission shall consider the 212 Vista - Barton Residence February 1, 2016 3 existing development of the surrounding area, and the maximum development permitted by this ordinance. This project is responsibly designed to minimize impacts in the areas of the site that include hillside lands. "Irreversible" actions are located in portions of the site that are not categorized as hillside lands as they are within area that contain slopes under 25%. 18.3.10.060 Land Classifications B. Hillside Lands. This project is identified on the City of Ashland Hillside Map as being included in the Hillside Lands category. The survey and slope analysis show a patchwork of land areas classified as hillside (over 25%) and those not falling under this category. There are slopes over 35% that classify as sever constraints lands, that are proposed for modification, in general these modifications are proposed to solve drainage and access problems around the existing home. C. Wildfire Lands. This project is identified on the City of Ashland Wildfire Lands Map as being included in the Wildfire Lands category. The home is existing and historic. Ornamental landscape, when implemented, will follow the guidelines of firewise plantings. 18.3.10.090 Development Standards for Hillside Lands A. General Requirements. The following general requirements shall apply in Hillside Lands. 1. Buildable Area. This is an existing home. 4. Geotechnical Studies. A geotechnical study has been provided with this application, the geotechnical engineer has also reviewed and assisted in the creation of the draining, grading and erosion control plans. B. Hillside Grading and Erosion Control. Please refer to Sheet L 2.3 Erosion Control Plan as is included in this application. All grading, retaining wall design and erosion control measures have been reviewed edited and approved by a geotechnical expert and conform to the International Building Code. This is a single family residential project and therefore has no timing restriction to when improvements are made. This project is less than one half acre and does not have requirement for lands to be kept in a natural state. 4. Grading - Cuts. Retaining walls will be used at all grade cuts. Please refer to Sheet L 2.0 Grading Plan, included in this application, for wall locations. Also refer to Sheet L 2.4 Site Disturbance, included in this application, for grade cut indication. Where cuts are not contained by retaining walls, and are being used to create graded flat areas and/or 212 Vista - Barton Residence February 1, 2016 4 terraces, the ground will be treated to prevent erosion and movement in general by the following methods: In the front terrace behind the sidewalk, and behind the wall that defines the side yard terrace, the graded cuts will be planted. Ornamental landscaping will be phased into the project over time. Initially all areas of disturbance will be planted with irrigated erosion control plantings. In areas where the primary use is circulation, a compacted crushed granite surface will be implemented permanently as a final surface treatment. 5. Grading - Fill. Retaining walls will be used at all grade fill locations. Please refer to Sheet L 2.0 Grading Plan, included in this application, for wall locations. Also refer to Sheet L 2.4 Site Disturbance, included in this application, for grade fill indication. Revegetation of the fill areas shall be satisfied by the implementation of ornamental plantings. Supplemental automatic irrigation will be provided to all new ornamental plantings. I 6. Revegetation Requirements. Revegetation of the fill areas shall be initially satisfied by the implementation of irrigated erosion control plantings. Ornamental landscaping will be phased into the project over time. Initially all areas of disturbance will be planted with irrigated erosion control plantings. All areas of cut and fill will receive erosions control plantings and irrigation. These erosion control plantings are permanent rather than temporary and will be used as the ground cover matrix for future ornamental plantings, this allows for the ornamental plantings to be phased in over time. 8. Site Grading. All grading that falls within slopes greater than 25% on this site has been proposed (or accomplished) to, 1) slope stormwater runoff at a 2% slope away from the house, 2) create a safe and usable passage to the rear portion of the property and 3) to improve the function of the main entry to the house from Vista Street. Other areas of the site that are(were) under 25% are graded to allow for enhanced exterior living space through the creation of a side yard patio and the creation of a small, pre fabricated in ground swimming pool. This project is a mixed site, where much of the existing slopes were over 25% due to previous site work (prior to ownership by the current applicant), and much of the site is under 25% creating a patch work of where P and E requirements apply and where they do not. A graphic representation of this is provided in sheet L 2.4. C. Surface and Groundwater Drainage. All cut and fill areas are designed to direct stormwater away from the existing home and to collect water along walls and at surface intake devices. All drain lines and devices will connect to the existing city storm line. Please refer to Sheet L 2.2 Drainage Plan for layout and location of drainage devices. 2 M _ ggR n 1o ec ion an Removal. February 1, 2016 f 5 Please see Sheet L 1.0 Tree Protection Plan. A complete tree inventory has been provided. All existing site trees are outside of the site disturbance areas and therefore no trees are indicated for removal. Tree protection measures have been taken and are indicated on the Tree Protection Plan. 5. Tree Removal. No trees are being removed and none will be replaced. E. Building Location and Design Standards. This is a pre-existing home and can't respond to these standards. 18.3.10.100 Development Standards for Wildfire Lands A. Requirements for Subdivisions, Performance Standards Developments, or Partitions. This is an existing homesite where the property boundaries determine what would be the full extent of a primary fuel break. The property is on a steep slope bounded on the north by a residential street. the property is bounded on the other three sides by homes that are densely planted or forested. Wildfire danger would come from the property above, if a fire were to travel down the slope. This site is a single family residential property and does not technically require a fire prevention control plan. B. Requirements for Construction of All Structures. 1. Applicability. All new construction and any construction expanding the size of an existing structure shall have a fuel break as defined below. This project is a pre-existing home that is not being enlarged as part of this proposal Chapter 18.4.5 - Tree Preservation and Protection 18.4.5.030 Tree Protection A. Tree Protection Plan. Please see Sheet L 1.0 Tree Protection Plan. A complete tree inventory has been provided. All existing site trees are outside of the site disturbance areas and therefore no trees are indicated for removal. Tree protection measures have been taken and are indicated on the Tree Protection Plan. B. Tree Protection Plan Submission Requirements. Please see Sheet L 1.0 Tree Protection Plan that meets all of the code requirements is included in this application. C. Tree Protection Measures Required. Please see Sheet L 1.0 Tree Protection Plan that meets all of the code requirements is included in this application. 212 Vista - Barton Residence February 1, 2016 plied r eotechnical ngineering & Geologic Consulting January 24, 2016 KenCairn Landscape Architecture 545 A Street Ashland, OR 97520 SUBJECT: Geotechnical Investigation and Geologic Hazard Study 212 Vista Street Ashland, Oregon At your request, Applied Geotechnical Engineering and Geologic Consulting LLC (AGEGC) has j completed a geotechnical investigation and geologic hazard study for the proposed improvements to an existing single-family home located at 212 Vista Street in Ashland, Oregon. The intent of our work is to provide design recommendations for design and construction of the improvements including erosion control, Our work included a review of available geotechnieal and geologic information for the property and vicinity, a ground-level reconnaissance of the property and vicinity, and engineering analyses. As part of our work, we also reviewed the January 2016 grading and erosion control plan prepared by KenCairn Landscape Architecture. This report describes the work accomplished and provides our recommendations for the proposed developments, We understand improvements will include construction of a retaining wall on the back (uphill) side of the lot, The retaining wall will provide a relatively flat area for lawn and a small pool. A second retaining wall will be constructed immediately back of the home, on the uphill (south and east) sides of the home. Cuts and fills of less than 5 ft will be required for final grades on the lot, A licensed geotechnical engineer and geologist provided by AGEGC completed a site visit to the property on January 15, 201& At the time of our site visit, the excavation for the backyard had been started; however, we understand work was halted until proper permitting is acquired. The excavation exposes granitic soils over severely weathered granite. The site is located on the south (uphill) side of Vista Street and is bordered by other single-family homes. Indications of groundwater springs or seepage were not observed on the lot. Geologic snaps of the area indicate the site is underlain by granite. There are no mapped active faults in the area of the site, Native slopes in the vicinity of the proposed home site are relatively uniform and no indications of deep-seated slope failures were observed. Indications of differential movement or settlement were not observed in the exterior of the home, We anticipate that groundwater typically occurs at depths of greater than 10 ft; however, perched groundwater likely occurs at the top of the weathered granite during periods of heavy and/or extended rainfall. : ° 'r'd9fnr fyTMt'z #4';2 - ilhutl'f73'd OR 0,7,501 _Ph tl ( t`658 4165-16 212 Vista Street CONCLUSIONS AND RECOMMENDATIONS In our opinion, the property is suitable for development with the proposed improvements. If our geotechnical reconunendations for development of the lot are followed, in our opinion, there is no significant risk of slope instability on the lot. Recommendations for development and erosion control for the proposed lot improvements are provided below. Lot Development 1) Final graded slopes on the lot should be no steeper than 2H:1V. Temporary cut slopes up to 6 ft high may be excavated at a slope of %2H:1V. The disturbed silty sand soils are highly susceptible to erosion and should be revegetated as soon as practical. The strippings are not suitable for use as compacted fill and should be removed from the site or used in landscaped areas. 2) Fill placed within 2 ft of any settlement-sensitive structures should consist of compacted, structural fill. The on-site soil (without deleterious material) may be used as structural fill if properly moisture conditioned and compacted; however, it is typically not practical to use the on-site materials as structural fill during periods of wet weather. Structural fill may also be constructed of imported granular fill, such as %-in. minus crushed rock. Structural fill must be compacted to at least 95% of the maximum dry density as determined by ASTM D 698, at a moisture content within 3% of optimum. Landscaping fill should be compacted to at least 90% of the maximum dry density as determined by ASTM D 698. The ground surface within all areas to receive fill should be stripped of surficial organics prior to placement of the fill. 3) Structural loads may be supported on standard spread footing foundations founded on stiff native, undisturbed At soils or on structural fill over undisturbed stiff native soils. Foundation excavations should be completed using a backhoe or trackhoe equipped with a smooth-lip bucket. Spread footing foundations may be designed for an allowable soil bearing pressure of up to 2,500 psf, This allowable soil bearing pressure assumes all footings will be founded as recommended in this report. The minimum width of any footing should not be less than 12 in., and footings should be established a minimum of 18 in. below the lowest adjacent exterior grade. 4) The site should be graded to provide positive drainage away from footings and f retaining walls. Subsurface drains (foundation drains) should be provided adjacent to the uphill side of all retaining walls foundations. Foundation drains should consist , of a 4-in: dimater drain pipe, bedded in at minimum of 12 in. of angular drain rock. ! The drain rock should be wrapped in a non-woven geotextile drainage fabric. Downspouts should be hard-piped to drain at least 20 ft away from the house and away from moderate and steep slopes. 5) We understand that retaining walls will be constructed as part of the site grading for the improvements. The following embedded wall design recommendations assume Y that the wall baekfill consists of clean gramular material (sand or crushed rock) within at least 2 ft of the wall, the backfill is compacted to 90 to 95% of ASTM D I 698, the backf,11 is level within 10 ft of the wall, and the embedded wall is fully 2 4165-16 212 Vista Street drained, i.e., hydrostatic pressure cannot act on the wall. Drain rock should be'i separated from native soils by either a 12-in.-thick layer of/4-in,-minus crushed rock or a non-woven geotextile filter fabric, The intent is to prevent migration of fines , into the drain rock, Walls that are allowed to yield by tilting about their base (cantilevered retaining walls are typically considered yielding) should be designed using a lateral earth pressure based on an equivalent fluid having a unit weight of 35 j pef. Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of spread footings and the underlying soil and by passive soil resistance. The total frictional resistance between the footing and the soil is the normal force times the coefficient of friction between the soil and the base ofthe footing. We recommend an ultimate value of 0.4 for the coefficient of friction; the normal force is the sum of the vertical forces (dead load plus real live load). 6) We estimate that relatively hard granite occurs at a depth of greater than 40 ft at the site. In our opinion, seismic design for the new home can be completed based on a Site Class C material. 7) The project geotechnical engineer should complete site visits on an intermittent basis to observe and evaluate site stripping, fill placement and compaction, and foundation excavations and subgrade for retaining walls foundations, The owner and/or project earthwork contractor should advise the geotechnical engineer when this work will be started and as it is ongoing. i 3 x 4165-16 212 Vista Street Erosion Control As part of our work, we reviewed the January 2016 erosion control plan by KenCairn Landscape Architecture. The intent of the erosion control plan is to decrease erosion and off-site migration of soils. This can be accomplished by decreasing surface water runoff by means of vegetation, hay bales and rock coverings or checkdams; holding the soil in place by establishing a vegetation cover as soon as practical; and by directing surface water flow away from areas disturbed by construction activities. In our opinion, the KenCairn Landscape Architecture erosion control plan is suitable for this site and meets the intent of our erosion control measure recommendations, as outlined below. Downspouts and other drains should be connected (hard-piped) to the storm water system as soon as practical. This includes installation of temporary flex piping for downspouts to transport water away from disturbed areas of soil. 1) A portion of the property will be disturbed during construction of the proposed structures and site grading including the grading (cuts and minor fills) for the backyard. Landscape areas on the lot where the vegetation is disturbed or removed should be revegetated or landscaped as soon as practical. The silty sand (decomposed granitic soils) is easily eroded when disturbed by constriction activities. Mulch consisting of either straw, wood cellulose fiber or other similar materials can be placed in areas where landscaping will not be quickly established. Mulch should be applied at a rate of approximately 2,000 pounds per acre. 2) We recommend all exposed soil areas (all graded areas) be graded such that surface water upslope of the disturbed area is directed away from the exposed soil, Any surface water flow on the exposed soil should move as sheet flow rather than concentrated flow. 3) Runoff from the disturbed portion of the site will likely contain some soil material. To firrther reduce the risk of sediment leaving the site during periods of wet weather (typically winter and spring months), a small settling basin can be installed at the discharge end of graded areas. Straw bales and/or silt fence should be staked along the downhill edge of the settling basin. Water can be discharged from the settling basin using 4-in.-diameter flex pipe. 4) Straw bales or silt fencing should be installed along the downhill edge of the proposed construction. The silt fence should be embedded at least 4 in. into the ground and should be staked in place. The straw bales should be placed end-to-end and staked in place to prevent separation between the bales. The silt fence and straw bales should be placed to direct surface water runoff from the site towards the settlement basins. 5) During construction and prior to establishment of the site landscaping, the erosion control measures must be monitored and will require periodic maintenance. Maintenance may include removal of sediment from upslope of the straw bales or silt fence, removal of sediment from the settlement basin, and the placement of additional straw bales or sediment fence. The amount of required maintenance of the erosion control measures will decrease significantly as the landscaping becomes established. 6) The project geotechnical engineer or landscape architect (the person the owner designates as responsible for the erosion control measures) should evaluate the erosion control measures periodically during construction, including after storm events. 4 0111 +165-16 212 Vista Street LIMITATIONS This report has been prepared to aid the owner's design team in the design and construction of the proposed improvements on the referenced building lot. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the improvements. The conclusions and recommendations submitted in this report are based on the information described above. It should be understood that variations in subsurface conditions may be present. If subsurface conditions different than those described in this report are encountered during construction, AGEGC should be notified to evaluate and change our recommendations as needed. We have performed these services in accordance with generally accepted geotechnical engineering practices in southern Oregon at the time the study was accomplished. No other warranties, either expressed or implied, are provided. Please contact AGEGC if you have any questions or require additional information. Sincerely, Applied Geotechnical Engineering and Geologic Consulting LLC R' L.'Vlarren, G.E., R.G. 4 p PRpFfi Principal INi F ssa 45PE>~ REGON o t7 Y25 ~ tU~ P~'P 1.. \N Renewal; June 2016 5 stallat0 Guide Model Code: A L behind everypool LATHAM POOL PRODUCTS. INC. D.B.A. Viking Pools: Tropicana Blue Hawaiian Fiberglass Pools: Balboa Step 1. PLANNING FOR THE INSTALLATION RECOMMENDED TOOLS 24. A box of 2" screws b. Wire and Hardware (that comply to FED, State, 25. A box of 3" screws and Local codes) 1. Hammer 26. Pipe wrench c. Rebar (42 three foot [3'] sticks) or 6"x6" W IA x 2. Neon nylon string 2 rolls 27. A 4" handheld grinder (for squaring up the skimmer wl.4 Wire Mesh 3. Yard marking spray paint hole and/or flattening the back side of the shell d. Rebar ties with pig tail 4. Strap kit (four 20' straps, one 33` strap, one 35' for return fittings and lights - is a must-have in 6. Pool Equipment strap, four 2" to 3" shackles [U bolts], one large (4") case you accidentally cut through a hook or core a. Pump shackle) location) b. Filter 5. Two 2" ratchet straps 28. Shovels, rakes, picks c. Chlorinator (if required) 6. Laser transit/level 29. Wheelbarrow d. Heater (if required) 7. 2" duct tape 30. Bottle jack e. Automation (if required) 8. 2 - 50' ropes 31. Short 2x4's and short 4x6 boards f Lighting (with transformer) 9. Sharpie markers 32. Crane g. Handrail and/or ladder with escutcheons (and 10. A roll of paper towels 33. Bobcat concrete anchors) 11. Shop Rags 34. Excavator h. Equipment pad or Portland cement and form 12. Bi-metal Hole saws, 2-3/8", 1-1/2", 3", and 5" with 35. Dump truck boards centering bit 36. Safety fencing 7. Tile Kit 13. Reciprocating saw (Sawzall) orjig saw with extra 37. Hoses (2) a. Waterline tile, step/seat inlays, inlaid mosaic tiles 6" bi metal blades b. Adhesive and grout for tile with scrubber sponges 14. Cordless drill (with multiple batteries charged) CONSUMABLE MATERIALS LIST c. Tile float 15. A drill bit set (with multiple Y," bits) d. Extra tubes of silicon adhesive/sealant 16. Leather Gloves 1. 2 - 4' 2x4's 8. V2 inch washed gravel (for pool base and back-fill) 17. Caulk gun. Optional: auto caulk gun 2. 1- 10'2x4 9. Forms for concrete 18. 1 - 35' rigid tape measure 3. 2 - 16' 2x4's 10. Cantilever deck forms (Stegmier / Mortex) (if 19. 1- 100' measuring tape 4. Plumbing required) 20, Utility Knife a. PVC Pipe and Fittings (that comply to FED, State, 11. Extra ties for Forms 21. PVC cutters that will cut 2" pipe and Local codes) 12. Wood stakes 22, Phillips head screw driver (#2 to tighten skimmer b. PVC Cleaner and Glue 13. Materials for brick or stone work screws) 5. Electrical 14. Materials for concrete deck 23. Pen and grade work sheet a. Electrical conduit (pipe, elbows, unions) 15. Materials for pavers SITE PREPARATION AND PLANNING In planning for the installation of a new Latham pool, there are many important considerations that must be evaluated in order to achieve a functional, long-lasting and aes- thetic addition to a home. When choosing a location, consider the following: 1. Grade: Pools and decks are normally constructed on level ground. Extreme variations in grade should be resolved before the excavation of the pool begins. A relatively level and flat location is preferred so time and effort are not wasted on radical fluctuations in grade. 2. Excavation Equipment Access and Pool Delivery: Determine the most efficient route for equipment to enter and access the site. Also keep in mind that a well-planned route can save time and money by enabling multiple pieces of equipment to work in unison. For example: Coordinate the delivery of the pool with the completion of the excava- tion and preparation of the hole. Use of a crane with four (4) 20-foot straps is recommended for the process of setting the pool shell in the excavated site. However, if a track excavator was used to prepare the site, in some cases it may also be utilized to unload and set the pool. Contact Latham for specific guidelines for setting pools with excavator equipment. Finally, consider the placement of the equipment. If possible, position the pool equipment so the pool shell can be unloaded and placed directly into the excavation without risking damage to the equipment. 3. Underground Utilities: Check with local authorities for the locations of underground water, gas, power and sewer lines. 4. Overhead Power Lines. 5. Local Building Codes: Determine the setbacks from property lines, easements, house footings, etc. 6. Underground Water Conditions. 7. Water Drainage: Water should always drain away from the pool. Failure to keep ground water away from the exterior of the pool may result in damage to the pool that is not covered under warranty. 8. Local Fencing Codes. 9. Location of Pool Equipment. 10. Electrical Run for Pool Equipment. NOTICE: 11. Exposure to Sunlight. 12. Surrounding Foliage. Failure to read and follow specific instructions 13. View from Residence. contained in this manual will void your pool warranty. I Step 2. POOL LAYOUT When laying out the pool, note that the dimensions are to the outside edge of the pool beam. Most permit plans are measured to the water's edge. The coping of a Latham fiberglass pool is approximately 4" to 6" on all sides. There is generally a difference of 8" to 12" between the length and width dimensions in the installation guide and those of the permit plans in most cases (see the Latham fiberglass pool specification document for exact inside and outside dimensions for each model). Overall length and width measurements may vary up to 3%. Depending on the customer and the local building inspector, this fact can be a critical consideration. Distances between the water's edge to most property lines, electrical lines, and other structures such as houses, garages, sheds and patios must be exact to plan specifications. Start by laying out the pool template or with a 10' wide by 15' long rectangle with diagonal measurements of 18'. Next, layout the center point, making sure the center lines are at 90 degrees. Stake each point around the perimeter of the pool as shown in Figure 1. Connect each stake with string. Denote the location of the skimmer with a 2'x2' box outside of the pool layout. Use spray paint to follow the contour of the string. The outline will be the shape of the outside dimensions of the pool shell. Remove the string and stakes, leaving only the outline of the pool. Be sure to mark tanning ledge location, if any. NOTE: Latham Pool Products offers yard templates for each pool model offered. The yard templates are reusable and are the dimensions of the shell. If using a yard template, simply lay the template out in the yard where the pool is to be set and paint a line on the edge of the template. Figure I - Evenvution Dimensions 15' 4 i 18' 10' ® - STAKES Step 3. ELEVATION Elevation and grade of the pool area are two of the most often overlooked or miscalculated variables in the installation process. While considering all the variables concerning elevation and grade, always remember that you want water to run away from the pool. Before excavation, use the provided Form 1 - INSTALLATION PLANNING GUIDE to calculate all critical measure- ments. Check the four corners of the pool layout with the aid of a transit level or a sight level to determine the highest corner. This corner will be used in planning the elevation of the pool. In a typical installation, the elevation of the pool should he 4-6 inches above the highest point of the existing grade around the pool. However, careful consideration should be given to pool type, size and drainage of the fixture pool deck, as well as the elevation of the surrounding landscape and existing structures, patios and sidewalks. 2 a i~ .x • W CL O s N Y L a O ! M LL 11 i yW1 OZ IA O o LL z J 48 Z o r o Ml N > ae, J c, ° SSWp O O O N C Z Q 0 C g, Sin O = 0 W g~hl F- 0 U 4o J 0 V N J (L II C Q 0 N \ 3 H O V ~ r. --p Z 0)U O 0 00 a L _ -00 co 0,5-0 c O V) (L LLJ v) Oa O .CMG O O O CX O SN Ot O~1 Or O LL t I 1 1-y)I-F-F N 0 , W f qy~ 4 .3 r= Step 4. EXCAVATION Correct excavation of the pool is very important. A hole that is too small can mean hours of picking and shoveling by hand. A hole that is too large will require extra recommended backfill material, which if not dealt with properly, can result in settling or bulging of the pool. The excavation should be dug very close to the pool size with a minimum disturbance to the u nexcavated soil which will support the pool. The clearance is approximately 6" on the sides and 6" on the ends (see Figure 2). Figure 2 - Pool Shell Depth Dimensions 15' 1'-51' 121-111 4' The depth of the excavation is determined with the use of a transit level and grade pole. The bottom of the excavation is over dug approximately 4". This size pool will require approximately 10 to 15 yards of sand or 1/2" clean gravel for backfill (more may be required if the excavation is significantly over-dug). The excavation should be 10' by 15', with a total depth of approximately 4'-4" from the desired elevation of the pool. It can be I helpful to give yourself extra room the first 6" in width and 12" in length of the hole, to get past the coping, and allow space for the skimmer and bottom suction fittings (if any). Also, keep in mind that the wall of our pools are tapered, usually 1" in for every 12" in depth. A place for the skimmer must also be dug in the side of the excavation wall. The skimmer cutout should be 2' by 2' and 3' deep. See Figure 1 for placement. Pools with tanning ledges require the tanning ledge area excavated to the depth stated in Fig. 1 plus 4" for bedding material. Never use excavated material as fill or backfill in the hole; the material will settle. We suggest sand or ''/2" clean gravel compacted thoroughly (a plate tamper is needed for the pool base). The fill material used for the pool base must also be used to backfill around the sides of the pool shell. In the case of significant over excavation on the sides of the pool or in seasonal high water or poor drainage areas, you may want to mix 10% Portland cement with the backfill for stabilization. SKIMMER LID Latham requires that a permanent sump pipe (see Figure 3) be m_ AND RING stalled on all pools. A gravity fed "daylight drain" is an acceptable Figure 3 - r alternative to a permanent sump pipe installation. The purpose of the sump pipe installation (or daylight drain) is to provide a means Sunup Pipe Inst(lllation of checking for groundwater around the pool and allow for dewa- tering the site prior to any work on the pool that requires lowering a" PIPE SAND OR 112" WASHED GRAVEL the water level within the pool shell, thus minimizing potentially high hydrostatic pressure. Latham recommends the installation of x va permanent sump pump in areas with a high water table and/or FIBERGLASS significant ground water. Latham suggests digging an 18" x 8' x POOL SHELL FIBER MATTING 18" trench across the deep end of the excavation. Six inches of 1/2" SAND OR 112' WASHED GRAVEL i'v~c'!•'' clean gravel should be placed in the bottom of the trench. A section 12" of 3" perforated PVC pipe is placed on the rock base and connected to a vertical stand of 8" PVC pipe running to the surface of the ex- V-s" cavation. Cover the new sump line with landscaping fabric. The 8" PVC riser pipe should be trimmed with a skimmer ring and lid for 112" WASHED GRAVEL 3" PERFORATED PIPE 112" WASHED GRAVEL 4 I= aesthetics and safety. After the connection` : been made to the vertical stand of 8" PVC, fig-ri covering the 3" perforated PVC pipe with 1/2" to I" clean gravel to the bottom of the excavation (see Figure 3). The bottom of the excavation is now ready for approximately 4" of base material. Step 5. PREPARATION OF THE BOTTOM SURFACE OF THE EXCAVATION The preparation of the excavation bottom is critical so the pool will fit properly. Thorough preparation will eliminate settling, stress cracks and a minimum of time will be spent setting the pool. First, install the 2" x 4" master screed rail(s) length wise in the excavation, using wood or metal stakes (See Figure 4). Make sure the diagonal measurement is exact to insure that the bottom is square. Adjust the master screed rail(s) to the appropriate height using a transit level (See Figure 2). Next, install the remaining screed rail(s) parallel to the master screed rail(s) using the offset dimensions as shown in Figure 4 and making sure that they are perfectly level to the Master screed rail(s) to insure that the bottom is square. Next, spread a layer of fill material approximately 4" deep evenly over the bottom of the excavation. Rake the fill material flat to the top of the screed rails (See Figure 3). Compaction of the fill material is generally achieved by screeding it into place, but depths of greater than 4" will require use of a plate tamper. Rake and compact the area several times. Screed the bottom of the excavation, filling any low spots as you go. Remove the screed rails and fill in the voids with fill material, being careful not to disturb the fill. SEE SECTION A-A 15' 2' z 4' SCREED BOARD A MASTER SCREED RAIL 10' 8' 14'-6" IOU] Figure 4 - 2` z ' SCREED RAILS Screed Rail STAKE Dimensions , o NOTE. POOL SHELL MUST REST ON SAND OR 1/2' CLEAN GRAVEL. DIG LINE -15' 2' z 4' SCREED RAILS 2' z 4' SCREED BOARD 12-1 SUMP SYSTEM FINISH GRADE 7'-4' OVER DID STAKE B STAKE OPTIONAL CMU PIER LOCATION(S) Step 6. SETTING THE POOL Upon arrival/delivery of your pool shell, be sure to inspect the pool for damage that may have occurred during transportation and for conformity to order specifications. The recommended method of setting the pool shell is by making use of a crane or boom truck. A track-mounted excavator can be used to lower the pool into the excavation, but directions should be obtained from Latham prior to setting the shell. Please note that Latham recommends lifting all pool models over 12' wide with a spreader bar and 20' lifting straps. Once the pool is set in the excavation, the pool should be checked for level and the bottom should be walked over to detect any voids in the fill material that might be present. The pool is then lifted and reset as many times as necessary to achieve a "good fit." A good fit is realized by raking the surface of the fill material in order to see where the pool's perimeter is touching (footprint) and by walking around on the inside of the pool to detect low spots. It is normal to feel a slight void under the center of the pool, but walking in the pool should cause the floor to rest on the bed of fill material. The pool shell will conform to the base material under the weight of the water. It is important 5 to make certain that the bottom, perimeter, a,- all transition points are sitting firmly upon thy, ed of fill material. The pool can be separated from the lifting equipment when the entire perimeter of the pool (including all transitions) is within 1/2" of level around the entire perimeter of the shell with tile preinstalled, or 1" of level if the is to be installed later during the installation. A properly prepared hole should not require the filling of large voids beneath the pool. Blindly adding fill material beneath a pool can cause more harm than good. It is important that any adjustments to the pool's elevation be made before water is added. If the hole was properly prepared, nothing more than a few minor adjustments should be needed. Step 7. WATER AND BACKFILL On most pool shells water can be filled to the bottom of the first step with no backfill material against the shell wall. The pool should then be checked to assure it is still level (check EXCAVATION NOTES for specific shell being installed). If the pool shell does not remain level, the water should be completely removed and the bedding material added or removed as necessary to achieve level. i As backfill material is initially placed around the pool shell, care should be taken to ensure that the wall-floor and step-floor radiuses are tightly packed with fill material. Once the pool shell is "locked in," the fill/backfill process can continue. It is very important that the radiuses of the pool are properly and completely compacted. Poorly packed radiuses can result in hairline cracks and/or structural cracks due to deflection. Be sure to backfill slowly and thoroughly. 2x4 LEVER After approximately 12" of water is in the pool and backfill ASSEMBLY has been placed evenly, the backfill and water should always FIBERGLASS be 6" of each other. As the water approaches the shallow POOL SHELL end, pay particular attention to all the unsupported areas of the pool. Steps and swimouts tend to droop, so slight adjust- Figttre S - I ' ments may need to be made with the levering device. Be sure Backfll Detail you wait until a sufficient amount of water surrounds the area NATURAL GROUND (usually 12") to keep the rest of the pool in place, or you - may raise more than you intend. The walls of the pool may WATER s^ =1 bulge inward if too much backfill has preceded the water in the pool, or outward if too much water precedes the back-fill. If bulging does occur during the installation, the only remedy is to dig that area out and proceed correctly. Slight bulging yk.: has only visual effects, while not affecting the structure of the f ' I I COMPACTED pool. A string line is very useful in determining the straight FILL ness of the pool walls during the backfilling process. s° To mitigate the stress under step, tanning ledges, and some seats potentially induced on the pool shell as a result of backfill set- tling, Latham recommends either a shallow dig under large steps, tanning ledges, and some seats (Figure 6) or in the event of an over-dig, the installation of concrete masonry unit (CMU) piers placed under the steps, integral tanning ledges and/or swim outs, and some seats may be needed (Figure 7). Figure 6 - Figure 7 - Minimal Dig Stair Detail CMU Pier Stair Detail 41 • I' III FIBERGLASS POOL SHELL - I-- -I I III-I I- I I I TIE,, 1,111„ 11-I~I,III,II III-III-III 1 I 3'THICK COMPACTED 111-I1I~1I III- 3'THICK COMPACTED III GAMNDOY (TYPICAL)CLEAN SANDOR j4 'CLEAN I I- 4'MIN.THICK COMPACTED GRAVEL (TYPICAL) GRAVEL FOR CLAY FIBERGLASS 4'MIN.THICK COMPACTED (I (ADOBE) SOIL ONLY. III- POOLSHELL GRAVEL FOR CLAY - (ADOBE) SOIL ONLY. A n FALL MATEF SAL `t -1111 I I FILL MATERIAL ~l I I_ n' CR1U rI I=I I- L, 1: 11! -I -ITI=I I-I =-I IF „a'CAPSUNE BASEMATERIAL BASE MATERIAL FILL nL1TERIA L 6 t Blocking the steps is performed after the pool shell has been set within level and water reaches the tread of the next to last step tread (2nd from floor). When installing CMU piers, start by placing a 1-1/2" capstone block on the base material. On top of the capstone block, stack CMU's (cinder blocks) until they reach a point just under the step or ledge locations designated in Fig- ure 4. Since the step area of the pool shell is often lower than the rest of the shell, jack the step package up using a bottle jack and a section of 2" x 6" lumber under the outside radius of the top step (where the top tread meets the top riser). Jack the steps to be level with the rest of the beam of the shell. Shim the gap between the top CMU and the bottom of the tread/riser radius with another capstone block and/or 1/4" concrete backer board. When the bottle jack is released, the pool shell should be within 1/2" of level around the entire perimeter of the shell with tile preinstalled, or I" of level if the is to be install later during the installation. Bottle jacks should be removed from the job site once the piers are in place. Do not leave bottle jacks or organic material, such as wood under the pool shell for support. Properly placed piers should be'/2 under the step of the shell, with the remaining portion of the top block/shim remaining outside the step/riser tread (See Figure 7 for detailed drawing of properly placed piers). Do not place piers completely tinder the top step or tanning ledge (swimout) as stress will be transferred to the radius between the horizontal and vertical surfaces, resulting in stress fractures. This pool does not require annual draining for service. If draining is ever required, the owner, or their agents, must first receive written permission and instructions from Latham Pool Products. Damage caused due to the water being drained below the level of the skimmer inlet is specifically excluded from the Latham warranty. Step 8. PLUMBING A basic swimming pool circulation system is relatively simple in operation. Water in the pool is drawn through the skimmer to the pump, which pushes it through the filter back to the pool via the returns. See Figure 8 for a basic filtering system diagram. More advanced filtering systems may include sanitizers, jets, blowers, automatic pool cleaners, etc. Latbam recommends the use of 2", schedule 40 PVC plumbing on most pools. The plumbing system must be designed to comply with ANSI/APSP-7 STANDARD FOR SUCTION ENTRAPMENT AVOIDANCE IN POOLS AND SPAS (latest revision). Visually inspect and pressure test all plumbing installed at the factory upon the delivery of the pool and during the backfill process. Latham Pool Products suggests placing the equipment slightly above the elevation of the pool. If the equipment is placed below the water level, check valves or shut off valves must be installed to prevent accidental siphoning of the pool. The equipment becomes less efficient the greater the distance away from the pool. Pipes may now be glued at the equipment pad and circulation of the filtering system may begin. Check all connections for leaks and proper circulation before covering them. Local building codes may require pressure testing of the plumbing system before the installation is complete. POOL PUMP OUT IN POOL OUT TO POOL RETURNS FILTER Figure 8 - Basic Filtering System IN o~ ~ ~m o C- c n~ v O o p z r- z Cn ti Step 9. ELECTRICAL If the installer or homeowner is not qualified to do electrical work, an electrician should be hired and a building official should inspect the work. All electrical work should be done to National Electric Code specifications and any local codes. Latham will not be held responsible for any electrical work. 7 Step. A. POURING CONCRETE A standard cantilevered deck, as shown in Figure 9, requires that forms be placed on the inside perimeter of the pool. These forms are attached to the pool beam using double-sided tape. The forms are then held in place using supplied wire tires and screws. Cantilever forms are typically installed on the same day of the concrete pour. The backfill should be removed from the top 8 inches around the pool perimeter to a width of approximately 10 inches. In areas of sandy soil conditions, the material is typically removed just prior to pouring the deck. Care should be taken that the concrete is worked into the area under the beam of the shell so that air voids are minimized. If desired, '/4" holes may be drilled every 36" to aid bleeding air. Rebar or wire mesh should be used in the concrete deck. For decks using pavers, as shown in Figure 10, the concrete deck should be poured up to approximately 1/4" of the top of the pool coping. Deck should fall 1/4" per 12 inches of horizontal deck to allow any surface water to be drained away from the pool. Half inch holes may be drilled into the lip of the pool every 3'. Two foot lengths of 3/8" rebar are placed in each hole and bent at 90 degree angles (see Figures 9 and 10). This will ensure a bonding or anchoring effect on the sides of the pool. The walkway may also be reinforced with 6" No. 10 wire mesh or No. 3 rebar on 2' centers (see Figures 9 and 10). Concrete should be poured at least 3' around the perimeter of the pool and at least 4" thick. Latham will not be held responsible for any concrete work or cracks that may result from its use. In northern climates 6"-8" of/z clean gravel is recommended under the concrete deck. Figure 9 - Figure 11- Guitilever Concrete Deck Partial Above Ground Iiistallation (Typical) (Typical) (Only for pools 12' wide and under) 6"X6" - W1.4 X W1.4 WIRE MESH REBAA N0.3, , ON 2' O.C. 3' MIN. EACH WAY. FOR CLAY (ADOBE) SLOPED 1/4"=1' SOIL ONLY. MAXIMUM MOUND DIRT OPTIONAL 19 1/2 AROUND POOL DECK a \ 1~ sn • APPROX. 6" e v 1011 L ~I l ICI i 1=l I~~ II I II 11=1 11=1 11=1 11=1 _I I' I ICI I I-I I FOR CLAY -III-III-1 I I=1 I i- (ADOBE) I I-i I (I SOIL ONLY. III" THICK SAND OR 1/2" CLEAN GRAVEL (TYPICAL) I ( I 4" MIN. THICK COMPACTED 6" L_ GRAVEL FOR CLAY II: (ADOBE)SOIL ONLY. SAND OR 1/2" CLEAN GRAVEL s„ FIBERGLASS BRICK OR NATURAL 6"X6"- W1.4 X W1.4 POOL SHELL STONE DECK" WIRE MESH OR 10" 3' MIN. REBAR NO. 3, ON V O.C. • EACH WAY. SLOPED 1/4"=i' ' FOR CLAY (ADOBE) OIL ONLY. C11 I e V 1011 12n rT _Ii~Jii-11111111f14I FOR CLAY I (ADOBE) Figure 10 - I r SOIL ONLY. Concrete Deck with I _ 3" THICK COMPACTED (TYPICAL) SAND O EEL Brick or Stone I 4" MIN. HICK COMPACTED GRAVEL FOR CLAY (ADOBE) SOIL ONLY. SAND OR 1/2" CLEAN GRAVEL FIBERGLASS POOL SHELL 8 t Figure 12 - Chain Locations Chain locations may vary slightly. POOL LIFTING NOTE: 1. When being lifted from the trailer and/or set in the excavated installation site, four (4) 20' straps should be used. The 4 straps should be connected to a common lift point, typically the ball of the crane. i I Figure 13 - Standard Fitting Locations Legend: SK - Skimmer R - Return Fitting L - Light OS - Optional Skimmer - - Location for Auto Cover Bundle Drawing denotes approximate standard outfitting locations. Additional fittings and custom outfitting not shown. WARNING TO THE BUYER The pool is designed to be kept full at all times. The shell can be damaged if the water level is allowed to drop below the skimmer: When appreciable draw-down is noticed, or if it becomes necessary to drain the pool, contact Latham Pool Products, or their agents for instructions. The pool shell may be damaged and separation from the concrete may occur if the pool is allowed to overflow or if heavy water drainage is allowed to over-run the deck to pool shell connection. Keep the water level in the middle of the skimmer. Latham Pool Products will not be held responsible for any unforeseen problems or circumstances which arise from inadequate site drainage or incorrect deck installation. Refer to the Latham Warranty for conditions, circumstances, or installation practices that may void the pool's warranty. 9 CIVIL Medford, OR 97501 Grants Pass, OR 97527 304 S. Holly Street 1867 Williams Hwy, Suite 206 i STRUCTURAL Tel: (541) 772-5807 Tel: (541) 479-5801 PLANNING Fax: (541) 618-7389 Fax: (541) 244-2651 kas@kasinc.com kas@kasinacom July 1, 2014 Dana Barton '212 Vista Street Ashland, OR 97520 Re: Remodel at 212 Vista Street, Ashland, Oregon 97520 Dear Ms. Barton: I performed an on-site observation with Michaeldavid Uri on June 30, 2014. The purpose of my site visit was to evaluate the lateral resisting capability of the structure with the proposed revisions to the existing construction of the rear and left side of the home. There is no problem changing the existing windows on the second floor left side and the second floor rear at the head of the stairs from an inside swing to an outside swing casement window. On the rear wall, there must be a 32" wide alternate brace panel between the W2-11 window and the new D2-11 double doors in the family room. This panel must have Simpson MSTC40 floor-to-floor straps to double studs with 8d nails at 6" on center at all edges and 12" on center in the field. The window W2- 13 in the family room has been eliminated. The new pair of windows in the rear wall of Bedroom 2 may be installed as shown. The remaining solid wall panels shall be nailed with 8d nails at 6" on center at all edges and 12" on center in the field. Installing door DI-10 on the left side of the house under the stairs creates no issue because of the remaining solid wall in that brace line. The new windows in the rear wall will replace the two existing windows and the window in the bathroom will remain as is. As long as the space between the bathroom window and the start of the new windows is 48" or greater, then no holdown are required. The other end of this window opening must line up with the floor-to-floor strap from the end of the alternate braced panel above. The first floor shearwalls should be nailed with 8d nails at 4" on center at all edges and 12" on center in the field. All wall sheathing should be a minimum of 7/16" OSB. The above measures will provide adequate lateral support to resist all code induced lateral loads. If you have any questions or need further assistance or clarification, please let me know. Sincerely, Scott D. Pingle, P.E., S.E. 141081etl ~ ~ tl www.kasinc.com S to prevent outswing doors from opening a 2nd floor out swing doors 20 df across double french door opening 2 - 6" each side, fasttap screws Interior floor Into door wall surround stud framing typ. i deck bridge is not built yet future deck bridge fi ,t retaining wall and landscaping to be built _ in phase two of construction O 6 I N sto 15,234 ORL;Go s~ ~Pc; 7 173 D, ox~' EXP RGS; 12-31-201 61 BAR ®[J'I°`S'St1CING DOORS FROM OPENING I(AS fie A350CIA'TEs, INC. DANA BARTON SEPT. 24, 2015 304 SOUTH HoLt y STRaEr STRUCTURAL, CONSULTATION-SFR MEDFORD, OREGON 97501 REMODEL:IADDITION Scaly; 1/4" = P-0' (541) 772-5807 212 V16TA 6TREET Scorr 0. PINGLE, P.E., S,E. ASHI_ANC), CRrzGCN S7520 14-108 j CIVIL Medford, OR 97501 Grants Pass, OR 97527 STRUCTURAL 304 S. Holly Street 1867 Williams Hwy, Suite 22.2 Tel: (541) 772-5807 Tel: (541) 479-5801 Fax: (541) 618-7389 Fax: (541) 244-2651 PLANNING kas@kasinc.com kas@kasinc.com Structural Calculations FOR: Barton -m Retaining Walls 212 Vista Street Ashland, OR 97520 i PREPARED FOR: I Dana Barton 212 Vista Street Ashland, OR 97520 KAS JOB NUMBER: 14-108 **LIMITATIONS*k KAS & Associates, Inc. has been retained in limited capacity for this project. Both Design and Calculations have been based on information provided by the client, who is solely responsible for the accuracy of said information. The Engineer assumes no responsibility or liability for any element of this project not specifically addressed in or by these calculations, totaling ZLf sheets (including this cover), nor is any responsibility to be assigned to the Engineer. Any alterations to the design of this project MUST be brought to the attention of the engineer for consideration as to the impact that they will have to the engineered design. Any and all deviations from the engineered design, not approved in writing by the engineer, will make these calculations NULL and VOID. This packet of Calculations is NULL and VOID if Signature below is not Original (Should appear in Red Ink) T[ryt? a .rG' 1 N.'`,r~d 15,234 r' f EX; RLS: 12-31-2010 i; t cs 4 vvww.kasinc.com Date: 10/27/2015 KAS Job Number: Page Number: Structural Design Information i Project Information Job Number: 14-108 Client: Dana Barton Project: Barton - Retaining Walls 212 Vista Street Ashland, OR 97520 i Project Scope Provide Engineering for: CMU and Segmental Landscape Retaining Walls Design Specifications Design Code References: 2014 Oregon Structural Specialty Code Wind Design: Basic Wind Speed (3-second gust) 120 mph Wind Exposure B Seismic Design: Seismic Design Category D Site Class D Design Load-Bearing Value of Soil ............1800 psf (Assumed) i KAS Associates, Inc. Project Name = Barton - 212 Vista Street, Ashland, OR Conterminous 48 States 2005 ASCE 7 Standard Latitude = 42.1942 Longitude = -122.7141 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.568 (Ss, Site Class B) 1.0 0.250 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 42.1942 Longitude = -122.7141 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.345 Fv = 1.9 Period Sa (sec) (g) 0.2 0.764 (SMs, Site Class D) 1.0 0.475 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 42.1942 Longitude = -122.7141 Design Spectral Response Accelerations SDs and SD1 SDs=2/3xSMs andSD1 =2/3xSM1 Site Class D - Fa = 1.345 Fv = 1.9 Period Sa (sec) (g) 0.2 0.510 (SDs, Site Class D) 1.0 0.317 (SD1, Site Class D) Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 4' CMU Retaining Wall This Wall in File: S:\0-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal RetainPro (c) 1987-2015, Build 11.15.10.14 License : KW-06055811 Cantilevered Retaining Wall Design Code: I BC 2012,ACI 318-1 1,ACI 530-11 License To : KAS AND ASSOCIATES, INC. Criteria j Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 1,800.0 psf Wall height above soil = 0.66 ft Equivalent Fluid Pressure Method Slope Behind Wall 2.00 At-Rest Heel Pressure = 45.0 psf/ft Height of Soil over Toe = 4.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 it Soil Density, Heel = 110.00 pcf C Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 IDS Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 It Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity 0.0 in Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.200 g Added seismic base force 54.8 Ibs Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Fig ft = 0.00 Overturning = 1.97 OK Wall Material Above "Ht" = Masonry Sliding = 1.13 Ratio < 1.51 Design Method = ASD Thickness = 8.00 Total Bearing Load = 1,487 Ibs Rebar Size = # 4 ...resultant ecc. = 4.48 in Rebar Spacing = 16.00 Rebar Placed at = Edge Soil Pressure @ Toe = 1,128 psf OK Design Data Soil Pressure @ Heel = 62 psf OK fb/FB + fa/Fa 01509 Allowable = 1,800 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs = 414.8 ACI Factored @ Toe = 1,234 psf ACI Factored @ Heel = 68 psf Strength Leve Ibs = Footing Shear @ Toe = 7.3 psi OK Moment.... Actual Footing Shear @ Heel = 8.9 psi OK Service Level ft-# = 607.7 Strength Level ft-#= Allowable = 75.0 psi Sliding Calcs Moment..... Allowable = 1,193.2 Lateral Sliding Force = 704.9 Ibs Shear..... Actual less 100% Passive Force = - 347.2 Ibs Service Level psi = 6.6 less 100% Friction Force = - 446.1 Ibs Strength Level psi = Added Force Req'd = 0.0 Ibs OK Shear..... Allowable psi = 45.1 ....for 1.5 Stability = 264.0 Ibs NG Wall Weight psf= 84.0 Rebar Depth 'd' in= 5.25 Masonry Data f'm psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Short Term Factor = 1.000 Load Factors Equiv. Solid Thick. in = 7.60 Building Code IBC 2012,AC1 Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth, H 2.200 f'c psi = Wind, W 1.300 Fy psi= Seismic, E 1.000 Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 4' CMU Retaining Wall This Wall in File: S:\0-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal RetainPro (c) 1987.2015, Build 11.15.10.14 License: KW-06055811 Cantilevered Retaining Wall Design Code: IBC2012,ACI318-11,AC1530-11 License To : KAS AND ASSOCIATES, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 1.08 It Toe Heel Heel Width = 1.42 Factored Pressure = 1,234 68 psf Total Footing Width = 2.50 Mu': Upward = 625 52 ft-# Footing Thickness = 12.00 in Mu': Downward = 200 765 ft-# Mu: Design = 424 713 ft-# Key Width = 12.00 in Actual 1-Way Shear = 7.33 8.87 psi Key Depth = 4.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.08 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm~ 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance .Moment Force Distance Moment Item Ibs It ft-# Ibs It ft-# Heel Active Pressure = 650.1 1.79 1,164.8 Soil Over Heel = 330.1 2.12 701.5 Surcharge over Heel = Sloped Soil Over Heel = 15.5 2.25 34.8 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Soil Over Toe = 0.54 Seismic Stem Self Wt 54.8 3.33 182.5 Surcharge Over Toe = Total 704.9 O.T.M. 1,347.3 Stem Weight(s) = 391.4 1.42 554.4 Earth @ Stem Transitions= Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 1.97 Key Weight = 50.0 1.58 79.2 Vertical Loads used for Soil Pressure = 1,487.1 Ibs Vert. Component = 325.0 2.50 812.6 Total = 1,487.1 Ibs R.M.= 2,651.2 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.058 in The above calculation is not valid if the heel soil bearinq pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I~' 2 i 8° t~! i~1F3r 16° Solid Grout d-0° I i d"- -PWw to d° 1-i' 1,Qe ~i n j 5" 2.6., i i it r 2 1 1 i Pp= 341.22# 704.83# i 1127.55psf &2.12psf Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 6' CMURetaining Wall This Wall in File: S:\0-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal Retainl3ro (c) 1987-2015, Build 11.15.10.14 License: KW-06055811 Cantilevered Retaining Wall Design Code: IBC2012,ACI318-11,AC1530-11 License To : KAS AND ASSOCIATES, INC. Criteria Soil Data Retained Height = 6.00 it Allow Soil Bearing = 1,800.0 psf Wall height above soil = 0.66 it Equivalent Fluid Pressure Method At-Rest Heel Pressure = 45.0 psf/ft Slope Behind Wall = 2.00 _ Height of Soil over Toe = 4.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcfJM - FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Uver Heel = 0.0 pst Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs NOT Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 it Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load - by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load I Fp / Wp Weight Multiplier = 0.200 g Added seismic base force 96.6 Ibs Design Summary Stem construction 2nd Bottom - - Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft = 2.66 0.00 Overturning = 2.00 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.17 Ratio < 1.51 Design Method = ASD ASD Thickness = 8.00 12.00 Total Bearing Load = 2,782 Ibs Rebar Size = # 4 # 5 ...resultant ecc. = 5.40 in Rebar Spacing = 16.00 16.00 Soil Pressure @ Toe = 1,408 psf OK Rebar Placed at = Center Edge Soil Pressure @ Heel = 181 psf OK Design Data 1,800 fb/FB + fa/Fa _ 0.445 0.598 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= 298.0 906.6 ACI Factored @ Toe = 1,519 psf ACI Factored @ Heel = 196 psf Strength Leve Ibs = Footing Shear @ Toe = 11.9 psi OK Moment.... Actual Footing Shear @ Heel = 13.0 psi OK Service Level ft-#= 373.5 1,905.1 Allowable = 75.0 psi Strength Level ft-#= Sliding Calcs Moment..... Allowable ft-#= 839.5 3,183.7 Lateral Sliding Force = 1,376.3 Ibs Shear..... Actual less 100% Passive Force = - 781.3 Ibs Service Level psi = 6.6 8.4 less 100% Friction Force = - 834.7 Ibs Strength Level psi = Added Force Req'd = 0.0 Ibs OK Shear..... Allowable psi = 44.9 45.6 ....for 1.5 Stability = 448.5 Ibs NG Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in= 3.75 9.00 Masonry Data f'm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 21.48 considered in the calculation of soil bearing pressures. Short Term Factor = 1.000 1.000 Load Factors Equiv. Solid Thick. in= 7.60 11.60 Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth, H 2.200 f'c psi = Wind, W 1.300 Fy psi= Seismic, E 1.000 Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 6' CMURetaining Wall This Wall in File: S:\O-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal RetainPro (c) 1987-2015, Build 11.15.10.14 License: KW-06055811 Cantilevered Retaining Wall Design Code: IBC2012,ACI318-11,AC1530-11 License To : KAS AND ASSOCIATES INC. Footing Dimensions & Strengths Footing Design Results Toe Width 1.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 1,519 196 psf Total Footing Width = 3.50 Mu': Upward = 1,988 82 ft-# Footing Thickness = 14,00 in Mu': Downward = 593 1,420 ft-# Mu: Design = 1,395 1,339 ft-# Key Width = 12.00 in Actual 1-Way Shear = 11.87 13.03 psi Key Depth = 12.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.75 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 14.35 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm - 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,279.7 2.51 3,217.1 Soil Over Heel = 540.0 3.13 1,687.5 Surcharge over Heel = Sloped Soil Over Heel = 16.9 3.25 54.8 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Soil Over Toe = 0,88 Seismic Stem Self Wt 96.6 4.12 397.7 Surcharge Over Toe = Total 1,376.3 O.T.M. 3,614.8 Stem Weight(s) = 689.8 2.17 1,496.0 Earth @ Stem Transitions= 133.6 2.58 345.1 Footing Weight = 612.5 1.75 1,071.9 Resisting/Overturning Ratio = 2.00 Key Weight = 150.0 2.25 337.5 Vertical Loads used for Soil Pressure = 2,782.3 Ibs Vert. Component = 639.5 3.50 2,238.4 Total = 2,782.3 Ibs R.M.= 7,231.2 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.074 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 2 1 8" W #4@ 16" Solid Grout 8° 4'-0" i 6'-0° 12° w/ #5@ 16" Solid Grout 3'-6° 4° i _2m IV #5@14 35in @ Center On Key 1'9" 1'-9" 3'-6" t 2 1 1376.30# _7 71 Pp= 781,25# 1408.46psf 181.42psf 1=d r Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 8' CMU Retaining Wall This Wall in File: S:\0-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal RetainPro (c) 1987-2015, Build 11.15.10.14 License: KW-06055811 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To : KAS AND ASSOCIATES, INC. Criteria ! Soil Data.. Retained Height = 8.00 ft Allow Soil Bearing = 1,800.0 psf Wall height above soil = 0.66 it Equivalent Fluid Pressure Method Slope Behind Wall 2.00 At-Rest Heel Pressure = 45.0 psf/ft I ro. Height of Soil over Toe = 4.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 It Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing toad 0.0 IDs Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem _ 0.0 sf 0.0 ft _ p at Back of Wall = i Axial Live Load = 0.0 IDS (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.200 g Added seismic base force 145.6 Ibs a ~ Design Summary Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.66 2.00 0.00 Overturning = 1.95 OK Wall Material Above "Ht" = Masonry Masonry Masonry Sliding = 1.10 Ratio < 1.51 Design Method = ASD ASD ASD Thickness = 8.00 12.00 16.00 Total Bearing Load = 4,021 Ibs Rebar Size = # 4 # 4 # 5 ...resultant ecc. = 6.83 in Rebar Spacing = 24.00 16.00 16.00 Soil Pressure @ Toe = 1,572 psf OK Rebar Placed at = Center Edge Edge Design Soil Pressure @ Heel = 215 psf OK Data = 1,800 fb/FB + fa/Fa _ 0.656 0.612 0.937 Allowable psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= 298.0 906.6 1,585.6 ACI Factored @ Toe = 1,645 psf ACI Factored @ Heel = 225 psf Strength Leve Ibs = Footing Shear @ Toe = 18.4 psi OK Moment.... Actual Footing Shear @ Heel = 18.2 psi OK Service Level ft-#= 373.5 1,905.1 4,367.2 Allowable = 75.0 psi Strength Level ft-# = Sliding Calcs Moment..... Allowable ft-#= 569.8 2,087.8 4,663.0 Lateral Sliding Force = 2,176.2lbs Shear..... Actual less 100% Passive Force = - 1,188.4 Ibs Service Level psi= 6.6 8.4 10.2 less 100% Friction Force = - 1,206.4lbs Strength Level psi= Added Force Req'd = 0.0 Ibs OK Shear..... Allowable psi = 44.9 45.6 45.8 ....for 1.5 Stability = 869.5 Ibs NG Wall Weight psf = 84.0 133.0 175.0 Rebar Depth 'd' in= 3.75 9.00 13.00 Masonry Data fm psi= 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 21.48 21.48 considered in the calculation of soil bearing pressures. Short Term Factor = 1.000 1.000 1.000 Load Factors Equiv. Solid Thick, in = 7.60 11.60 15.60 Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth, H 2.200 fc psi = Wind, W 1.300 Fy psi= Seismic, E 1.000 5 Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 8' CMU Retaining Wall This Wall in File: S:\0-SHARE\0-KAS\2014\14-108 SDP Barton - 212 Vista Street, Ashland\Retaining Wal RetainPro (c) 1987-2015, Build 11.15.10.14 License: KW-06055811 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To : KAS AND ASSOCIATES, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = r.5u tt Toe Heel Heel Width = 2.00 Factored Pressure = 1,645 225 psf Total Footing Width = 4.50 Mu': Upward = 4,319 66 ft-# Footing Thickness = 14.00 in Mu': Downward = 1,173 1,820 ft-# Mu: Design = 3,146 1,755 ft-# Key Width = 12.00 in Actual 1-Way Shear = 18.35 18.17 psi Key Depth = 19.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.50 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 14.00 in Min. As io = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.== 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,030.6 3.17 6,430.3 Soil Over Heel = 586.7 4.17 2,444.4 Surcharge over Heel = Sloped Soil Over Heel = 12.2 4.28 52.3 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Soil Over Toe = 1,25 Seismic Stem Self Wt 145.6 4.79 697.0 Surcharge Over Toe = Total 2,176.2 O.T.M. 7,127,4 Stem Weight(s) = 1,039.8 3.00 3,121.7 Earth @ Stem Transitions= 342.5 3.55 1,214.9 Footing Weight = 787.5 2.25 1,771.9 Resisting/Overturning Ratio = 1.95 Key Weight = 237.5 3.00 712.5 Vertical Loads used for Soil Pressure = 4,021.4 Ibs Vert. Component - 1,015.3 4.50 4,568.6 Total = 4,021.4 Ibs R.M.= 13,886.3 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.084 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 2 8" ail #4@ 24" 1 Solid Grout 4'0" i 12"+r41#4@ 16° Solid Grout 2'-8< i 8V 2'•8" 16" w/ #50a 16" Solid Grout 2'D° 4" -2° #5@14 in P_7" C Center On Key 2,-6" 11-61 1,_0„ 2`-6" 2'-0° 4'-6" 2 I , 2179.99# Pp= 1168,37# 1571.92psf 215.36psf Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 4'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 scip barton - 212 vista street, ashland\retaining wal LL censer: KW 06 558111 ' Build 11.15.10.14 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Criteria Wall height (retained height), ft 4.50 Backfill slope Level Backfill angle 0.0 Embedment 0.5 I Soil data External Soil, Phi __e 30 External soil density (In situ), pcf 120 Internal Soil, Phi_i 30 Internal soil density, pcf 120 Wall Soil Friction Angle 20 K_a(Horiz) 0.24 K_AE(Horiz) 0.51 Thumbnail Stability Segmental block data Overturning ratio 4.31 Vendor selection 'Versa-Lok Retaining Wall Systems' Sliding ratio 2.07 Vendor web address 'www.versa-lok.com' Overturning moment, ft-Ibs 1,449 Block selection type 'Standard' Resisting moment, ft-Ibs 6,244 Block height, in 6.00 Total lateral/sliding force, Ibs 716 Block depth, in 12.00 Sliding Resistance, ft 1,480.90 Offset per block, in 0.75 Total vertical force, Ibs 2,565 Batter angle 7.13 Base length, it 4.75 Wall weight, psf 120.00 Eccentricity on base, ft 0.51 Hinge height, ft 8.00 Effective base length, ft 3.74 Soil bearing pressure, psf 686.03 Geogrid material Allowable soil bearing, psf 6,129.11 Vendor Selection 'Strata Systems, Inc.' Soil Bearing Ratio 8.93 Vendor web address 'www.geogrid.com' If seismic is included, the OTM and sliding ratios may Geogrid type 'Stratagrid SG350' be 1.1 per section 1807.2.3 of IBC 2009 or IBC 2012. LTDS 2346.04 Factor of safety 1.50 Loading LTADS 1564.03 Dead load, psf 0 Peak connection equation 975 + 0.38N Live load, psf 0 Peak connection maximum 2250 Seismic Design Kh 0.20 Serviceability connection equation 930 + 0.29N Wall Analysis Table: Serviceability connection maximum 2250 Block ( Layer Height above base' Tension Connection Embed? Vert S. F. Ft In Dec I Static Seismic) Peak Serv Le I N 9[ 1 4' 6" 4.50 - - 5 2 2' 6" 2.50 102 175 710.8 999.6 2.11 240 2.56 2 1 1' 0" 1.00 128 89 756.4 1051.8 1.50 420 3.48 Basel 1 0' 0" 0.00 5401 1 Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... W-0" Segmental Retaining Wall This Wall in File: s:\O-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987-2015, Build 11.15.10.14 License : KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Summary: Resisting/ Overturning Resisting Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Wall 540 0.78 422 Reinf. earth 2,025 2.88 5,822 Sloped 0 4.07 0 Dead load 0 3.44 0 Live load 0 3.44 0 Total 2,565 6,244 Overturning Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Earth 313 1.50 469 Surcharge, DL 0 2.25 0 Surcharge, LL 0 2.25 0 Seismic, Wall 108 2.25 243 Seismic, Reinf. 135 2.25 304 Seismic, Sloped soil 0 4.50 0 Seismic, Exterior 160 2.70 433 Total 716 1,449 Overturning Ratio 4.31 ASSUMPTIONS AND CRITERIA USED 1. References used include Design Manual for Segmental Retaining Walls, -d Edition, and Segmental Retaining Walls - Seismic Design Manual, 1s' Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle. 4. Refer to geolechnical report for backfill material, compaction, and other design data and recommendations. 5. Cap blocks if used are above the retained height and are neglected in this design. 6. Geogrid LTDS and connection values for block vendors obtained from ICC Evaluation Service (ES Legacy Reports) or as provided by vendors. Since these may change or be updated, verification of values is recommended. 7. Block sizes obtained from vendors' literature and may vary with locality. 8. Geogrid layers are equally spaced vertically, all same length, and laid horizontally. 9. Average weight of block and cell infill assumed to be 120 pcf. 10. See vendor web sites (on input screen) for more information and specifications. 11. Design height is limited to 16 feet or 24 blocks, whichever is less. Contact vendor for higher designs or special conditions. 12. Seismic design is per Seismic Design Manual cited above. Also see Methodology/Seismic Design in User's Manual. 13. Vendor specifications or project specifications, whichever is most restrictive, to be followed for construction procedures. 14. Add notes and details for proper drainage. 15. See User's Manual Design Example #10 for methodology and sample verification calculations. 16. Final design responsibility is with the project Engineer-of-Record. li P; Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 4'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987-2015, Build 11.15.10.14 License : KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Block Vendor:'Versa-Lok Retaining Wall Systems' Block Type: 'Standard' Geogrid Vendor: 'Strata Systems, Inc.' Geogrid Type: 'Stratagrid SG350' Offset per Block: 0.75" 12.00" 6.00" ~ - ~ f Rankine 60.0 deg. I Layer 2 i 4.50' i i 1 Coulomb 53.3 deg. j Layer 1 i i j I i r 0.50' 0.50' r ~ I 3.00" 4.75' 18.00" E: E r; e it Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 6'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 solo barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987-2015, Build 11.15.10.14 License: KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Criteria Wall height (retained height), ft 6.50 Backfill slope Level Backfill angle 0.0 Embedment 0.5 Soil data External Soil, Phi_e 30 External soil density (In situ), pcf 120 Internal Soil, Phi_i 30 Internal soil density, pcf 120 Wall Soil Friction Angle 20 K_a(Horiz) 0.24 K_AE(Horiz) 0.51 Thumbnail Stability Segmental block data Overturning ratio 3.85 Vendor selection 'Versa-Lok Retaining Wall Systems' Sliding ratio 1.86 Vendor web address 'www.versa-lok.com' Overturning moment, ft-Ibs 4,366 Block selection type 'Standard' Resisting moment, ft-Ibs 16,794 Block height, in 6.00 Total lateral/sliding force, Ibs 1,494 Block depth, in 12.00 Sliding Resistance, It 2,927.17 Offset per block, in 0.75 Total vertical force, Ibs 5,070 Batter angle 7.13 Base length, It 6.50 Wall weight, psf 120.00 Eccentricity on base, ft 0.80 Hinge height, ft 8.00 Effective base length, ft 4.90 Soil bearing pressure, psf 1,034.09 Geogrid material Allowable soil bearing, psf 7,693.44 Vendor Selection 'Strata Systems, Inc.' Soil Bearing Ratio 7.44 Vendor web address 'www.geogrid.com' If seismic is included, the OTM and sliding ratios may Geogrid type 'Stratagrid SG350' be 1.1 per section 1807.2.3 of IBC 2009 or IBC 2012. LTDS 2346.04 Loading Factor of safety 1.50 LTADS 1564.03 Dead load, psf 0 Peak connection equation 975 + 0.38N Live load, psf 0 Peak connection maximum 2250 Seismic Design Kh 0.20 Serviceability connection equation 930 + 0.29N Wall Analysis Table: Serviceability connection maximum 2250 Block Layer Height above base Tension Connection Embed Vert S. F. Ft In ! Dec I Static Seismic; Peak Serv I Le N 131 - 6' 6, 6.50 9 3 4' 6" 4.50 102 264 710.8 999.6 2.47 240 1.94 6 2 3' 0" 3.00 153 183 756.4 1051.8 1.77 420 2,25 3 1 1' 6" 1.50 219 140 802.0 1104.0 1.58 600 2.23 Base 0' 0" 0.00 780 i Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 6'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal tr KW 06055811 1987-2015, a°'Id 11.15.10.14 License: Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Summary: Resisting / Overturning Resisting Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Wall 780 0.91 707 Reinf. earth 4,290 3.75 16,088 Sloped 0 5.50 0 Dead load 0 4.56 0 Live load 0 4.56 0 Total 5,070 16,794 Overturning Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Earth 652 2.17 1,414 Surcharge, DL 0 3.25 0 Surcharge, LL 0 3.25 0 Seismic, Wall 156 3.25 507 Seismic, Reinf. 351 3.25 1,141 Seismic, Sloped soil 0 6.50 0 Seismic, Exterior 334 3.90 1,304 Total 1,494 4,366 Overturning Ratio 3.85 ASSUMPTIONS AND CRITERIA USED 1. References used Include Design Manual for Segmental Retaining Walls, 2„d Edition, and Segmental Retaining Walls - Seismic Design Manual, V' Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle. 4. Refer to geotechnical report for backfill material, compaction, and other design data and recommendations. 5. Cap blocks if used are above the retained height and are neglected in this design. 6. Geogrid LTDS and connection values for block vendors obtained from [CC Evaluation Service (ES Legacy Reports) or as provided by vendors. Since these may change or be updated, verification of values is recommended. 7. Block sizes obtained from vendors' literature and may vary with locality. 8. Geogrid layers are equally spaced vertically, all same length, and laid horizontally. 9. Average weight of block and cell infill assumed to be 120 pcf. 10. See vendor web sites (on input screen) for more information and specifications. 11. Design height is limited to 16 feet or 24 blocks, whichever is less. Contact vendor for higher designs or special conditions. 12. Seismic design is per Seismic Design Manual cited above. Also see Methodology/Seismic Design in User's Manual. 13. Vendor specifications or project specifications, whichever is most restrictive, to be followed for construction procedures. 14. Add notes and details for proper drainage. 15. See User's Manual Design Example #10 for methodology and sample verification calculations. 16. Final design responsibility is with the project Engineer-of-Record. f Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 6'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987.2015, Build 11.15.10.14 License : KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES IN C. Block Vendor:'Versa- Lok Retaining Wall Systems' Block Type: 'Standard' Geogrid Vendor: 'Strata Systems, Inc.' Geogrid Type: 'Stratagrid SG350' Offset per Block: 0.75" 12.00" 6.00" i I• I Layer 3 I Rankine 60.0 deg. i 6.50' Layer 2 I I I Coulomb 53.3 deg. Layer 1 i 0.50' ~ I i r 0.50' i 3.00" 6.50' 18.00" { Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 8'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal License: KW-06055811 1987-2015, Build 11'15'10.14 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES INC. Criteria Wall height (retained height), ft 8.50 Backfill slope Level Embedment 0.5 Backfill angle 0.0 F-1 External Soil, Phi_e 30 External soil density (In situ), pcf 120 Internal Soil, Phi_i 30 Internal soil density, pcf 120 Wall Soil Friction Angle 20 K_a(Horiz) 0.24 K_AE(Horiz) 0.51 Thumbnail Stability Segmental block data Overturning ratio 4.53 Vendor selection 'Versa-Lok Retaining Wall Systems' Sliding ratio 2.13 Vendor web address 'www.versa-lok.com' Overturning moment, ft-Ibs 9,763 Block selection type 'Standard' Resisting moment, ft-Ibs 44,179 Block height, in 6.00 Total lateral/sliding force, Ibs 2,555 Block depth, in 12.00 Sliding Resistance, ft 5,447.30 Offset per block, in 0.75 Total vertical force, Ibs 9,435 Batter angle 7.13 Base length, ft 9.25 Wall weight, psf 120.00 Eccentricity on base, ft 0.98 Hinge height, ft 8.00 Effective base length, ft 7.30 Soil bearing pressure, psf 1,293.27 Geogrid material I Allowable soil bearing, psf 10,909.06 Vendor Selection 'Strata Systems, Inc.' Soil Bearing Ratio 8.44 9 Vendor web address 'www.geogrid.com' If seismic is included, the OTM and sliding ratios may Geogrid type 'Stratagrid SG350' be 1.1 per section 1807.2.3 of IBC 2009 or IBC 2012. LTDS 2346.04 Factor of safety 1.50 Loading LTADS 1564.03 Dead load, psf 0 Peak connection equation 975 + 0.38N j Live load, psf 0 Peak connection maximum 2250 Seismic Design Kh 0.20 Serviceability connection equation 930 + 0.29N Wall Analysis Table' Serviceability connection maximum 2250 Block Layer Height above base Tension Connection Embed Vert S. F. Ft In Dec :Static ;Seismic Peak I Serv Le N 17 8' 6" 8.501 1 15 5 7' 6" 7.50 36 275 680.4 964.8 3.50 120 2.18 12 4 6' 0" 6.00 109 288 726.0 1017.0 2.27 300 1.83 9 3 4' 6" 4.50 175 245 771.6 1069.2 1.84 480 1.84 6 2 3' 0" 3.00 241 202 817.2 1121.4 1.65 660 1.84 3 1 1' 6" 1.50 306 159 862.8 1173.6 1.53 840 1.85 Base 0' 0" 0.00 1,020 Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 8'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987-2015, Build 11.15.10.14 License : KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, INC. Summary: Resisting / Overturning Resisting Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Wall 1,020 1.03 1,052 Reinf. earth 8,415 5.13 43,127 Sloped 0 7.59 0 Dead load 0 6.19 0 Live load 0 6.19 0 Total 9,435 44,179 Overturning Moments Item Force, Ibs Distance, It Moment, ft-Ibs Earth 1,116 2.83 3,161 Surcharge, DL 0 4.25 0 Surcharge, LL 0 4.25 0 Seismic, Wall 204 4.25 867 Seismic, Reinf. 663 4.25 2,818 Seismic, Sloped soil 0 8.50 0 Seismic, Exterior 572 5.10 2,917 Total 2,555 9,763 Overturning Ratio 4.53 ASSUMPTIONS AND CRITERIA USED 1. References used include Design Manual for Segmental Retaining Walls, 2°d Edition, and Segmental Retaining Walls - Seismic Design Manual, V1 Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle. 4. Refer to geotechnical report for backfill material, compaction, and other design data and recommendations. 5. Cap blocks if used are above the retained height and are neglected in this design. 6. Geogrid LTDS and connection values for block vendors obtained from ICC Evaluation Service (ES Legacy Reports) or as provided by vendors. Since these may change or be updated, verification of values is recommended. 7. Block sizes obtained from vendors' literature and may vary with locality. 8. Geogrid layers are equally spaced vertically, all same length, and laid horizontally. 9. Average weight of block and cell infill assumed to be 120 pcf. 10. See vendor web sites (on input screen) for more information and specifications. 11. Design height is limited to 16 feet or 24 blocks, whichever is less. Contact vendor for higher designs or special conditions. 12. Seismic design is per Seismic Design Manual cited above. Also see Methodology/Seismic Design in User's Manual. 13. Vendor specifications or project specifications, whichever is most restrictive, to be followed for construction procedures. 14. Add notes and details for proper drainage. 15. See User's Manual Design Example #10 for methodology and sample verification calculations. 16. Final design responsibility is with the project Engineer-of-Record. Use menu item Settings > Printing & Title Block Title Barton - 212 Vista Street Page: to set these five lines of information Job # 14-108 Dsgnr: CJE Date: 27 OCT 2015 for your program. Description.... 8'-0" Segmental Retaining Wall This Wall in File: s:\0-share\0-kas\2014\14-108 sdp barton - 212 vista street, ashland\retaining wal RetainPro (c) 1987.2015, Build 11.15.10.14 License: KW-06055811 Segmental Retaining Wall Design with Geogrids Code: NCMA License To : KAS AND ASSOCIATES, IN C. Block Vendor: 'Versa-Lok Retaining Wall Systems' Block Type: 'Standard' Geogrid Vendor: 'Strata Systems, Inc.' Geogrid Type:'Stratagrid SG350' Offset per Block: 0.75" I 12.00" 6.00" T 1 Layer 5 i Layer 4 Rankine 60.0 deg. j i Layer 3 - i 8.50' I I Layer 2 Coulomb 53.3 deg. I Layer :1 I i I I 0.50' 0.50' / 3.00" 9.25' 18.00" s z KenCalrn a ° Landscape Architecture i co i v / -ze d ' v / c ~lb C U ~ 1 / /8 K ST. STE , ASHIFND, OR 975M o^^ 511,51514E5 L4 l i, 0) r s m 4~ 0 -1, / g 4111 r~,l~ Q Z Uj Y l /'I oel I r^x '1 Q' ~ ~ CMG d a. Rp ~ O o cf) I ~ Drawn By: GH AV FTJ STAFF GLENVIEnl DR `'o1:1 a 11. ~ `P . , ti Z Vi G a ~ I-AID SCALE 1" W-1)" v SEGMENTAL RETAINAINC WALL9YSTEM a fl BACK BIDE TO ACT AS OURTAIN++ E;^IST ~ficTAp~ ~ ~~n V DRAIN FORTHENEIGHBORS ILL610ERUNOFF. l'/~ U O O U G,1V, /n ' BLOCKWALLTO BE 67000 COVERED ON FR6NT`~'I\ I. II ~I I I' I~\ nn i ~ 1 a.. V' ST BACKSIDE TO BE WATERPROOFED TOACTAS ) n b~ 1 \ \ N 1 < I i ^v 4 1 ~ ` CIl THIN DRAIN F5IR HILLSIDE RUNOFF. I N T } 1 t _ ~C1 CO I, r~ ~ ~ I 1 1 L ~ n RFARI cT . ~ ~ / ~ I _ I~ I I 1 SITE VICINITY MAP NOTTOSCALE - I 4FDOT TALL CLIMB \ I PROOF METAL FENCE POOL I I I I I PROJECT INFORMATION: WIR SELF CLOSING AND LATCHING GATE `r SHED i \ I ` i / I 1 $ OWNERS: DANA LEE BARTON i a+usHEO s 212 VISTA STREET a NITL ASHLAND, OREGON, 97520. 1 I Panu 415215 1 1 -7503 WALLI IWITH EDGF / I BUILDING CONTRACTOR: WAYNELEE ~~vv G~AROwILQNTOaoK~ Hv BEHIND / STURLEE CONSTRUCTION `~1L \ ~i Y -----------t--1- L 2247 MARTIN DR. LgWN 1 BLOCK WALL TO BE 6TUCLrO COVERE00N FRONT BLOCK WALL TORE STUCCO COVERED ON FRONT. MEDFORD,OR,97501 AWN BACK 910E TO BE WATERPROOFED WALLTOACTAB~ l BACKSIDE TOBEWATERPROOFED WALL TOACTAS0 111 PHONE:(541)779.2804 CURTAIN DRAI♦FOR~ILLSIO~RUNOFF y' CURTAiNDRAINFORHILLSIDERUNOFF. -.°p~ L/Y' BUILDING DESIGNER ; MICHAELDAVID URI a I ~O °P~ U LUCID DESIGNS I I TOPOF~TAIRS ~f~~06 ~W~Z~c Z POBOX3323 4FOOTTALLCLI IB ` 1 a %EZP y~ W p 9 N ASHLAND, OR,9752D \ PROOFMETALFEACe POOL a ` C / PF W LO PHONE: (541) 951-3201 WITH seLFCtosl4r+l,D LATCHI C CATCS V / W SURVEYOR: FRED FRANZ 1 W TERRASURVEY / LOT COVERAGE EXISTING O 274 4TH STREET 1 / ASHLAND, OR, 97520 HOUSE FOOTPRINT: 1,097 SQUARE FEET PHONE: (541) 482-6474 / b. GARAGE FOOTPRINT: 262 SQUARE FEET LANDSCAPE ARCHITECT: KERRY KENCAIRN HARDSCAPE: 430 SQUARE FEET " Z KENCAIRN LANDSCAPE ARCHITECTURE LAWN ' 4FOOT TALL CLIMB > Q PROOF METAL FENCE TOTAL LOT COVERAGE: 1,789 SQUARE FEET _ 545 A STREET vnrH SELF cLOSiNGAND LOT SIZE: 0.22 ACRES = 9,583 SQUARE FEET J ASHLAND, OR, 97520 i~ LAnwNCCATES PERCENT LOT COVERAGE: 18.6% _ - PHONE:(541)488.3194 Q~q LOT COVERAGE PROPOSED W N Q LOCATION: 212 VISTA STREET \ b, HOUSE FOOTPRINT + DECK: 1,253 SQUARE FEET GARAGE FOOTPRINT: 262 SQUARE FEET TAX LOT: 391E09BC 7600 ' HARDSCAPE + POOL: 1,208 SQUARE FEET LOT SIZE: 0.22 ACRES (9,583 ft') / CRUSHED GRANITE PATIO 871 SQUARE FEET REVISION DATE ZONING: R-1.7.5 TOTAL LOT COVERAGE: 3,594 SQUARE FEET LOT SIZE: 0.22 ACRES = 9,583 SQUARE FEET PERCENT LOT COVERAGE: 37,5% CONTENTS: ALLOWABLE LOT COVERAGE PER ZONE: 45% SITE PLAN COVER SITE PLAN + VICINITY MAP + L 1.0 TREE PROTECTION PLAN L1.1 SLOPE ANALYSIS PLAN VICINITY MAP L2.0 GRADING PLAN oq - DATE: L2.1 CUT/FILL ANALYSIS PLAN ISSUE1,2 L2.2 DRAINAGE PLAN FEBRUARY 1,2D16 L 2.3 EROSION CONTROL PLAN SCALE T' I6'41" • L 2.4 SITE DISTURBANCE JUSTIFICATION SURVEY 10, 201 0 B' COVER KenCairn ELEVATION PLAN Landscape Architecture o`ba1~DA ~ oQ Qooo 4a ~a , e p 1~0~~~0 4 dpi ~po Y A G y~o0 !?b p0 TRZONEO oo c 4e T ZONE REEPROT, 0 A TREE PROTECTION AND REMOVAL NOTES v Go gQw4D o C ~G 0 1. BEFORE BEGINNING WORK THE CONTRACTOR IS REQUIRED TO MEET WITH THE LANDSCAPE F~, S FENCE CONTINUOUSLY 2 ARCHITECT AT THE SITE TO REVIEW ALL WORK PROCEDURES, ACCESS ROUTES, STORAGE SI5AST STEa ASHwm,ORSmm• AREAS, AND TREE PROTECTION MEASURES. 541.545.1465 DRPLWDTREEAT 2. FENCES MUST BE ERECTED TO PROTECT TREES TO BE PRESERVED AS SHOWN IN DIAGRAM 6'TALL CONTINUOUS CHAINLINK FENCING SHALL BE6TALLTEMPORARY CHAIN LINK PANELS INSTALLED WITH METAL FENCING ON CONCRETE PIERS CONNECTIONS TO ALL PANELS AREA INTEGRATED, THESE FENCES SHALL BE INSTALLED SO ~~s~411 R/,.. NOTE: THAT IT DOES NOT ALLOW PASSAGE OF PEDESTRIANS AND/ OR VEHICLES THROUGH IT. ~i SIAl ) FENCES DEFINEA SPECIFIC PROTECTION ZONE FOR EACH TREE OR GROUP OF TREES. (t,. r FENCES ARE TO REMAIN UNTIL ALL SITE WORK HAS BEEN COMPLETED. FENCES MAY NOT t i 1. TREE PROTECTION FENCING SHALL BE INSTALLED PRIOR TO START OF BE RELOCATED OR REMOVED WITHOUT THE PERMISSION OF THE LANDSCAPE ARCHITECT, CONSTRUCTION AND SHALL REMAIN IN PLACE THROUGH COMPLETION OF 3. CONSTRUCTION TRAILERS AND TRAFFIC AND STORAGE AREAS MUST REMAIN OUTSIDE _ PROJECT. ( FENCED AREAS AT ALL TIMES.) `J 2, ALL EXCAVATION WITHIN DRIPLINE OF TREES SHALL BE DONE BY HAND. IF ROOTS I {.,i 1 \Y% OVER2'IN DIAMETER ARE ENCOUNTERED, CONTRACTOR SHALL CONSULT WITH a 4. ALL PROPOSED UNDERGROUND UTILITIES AND DRAIN OR IRRIGATION LINES SHALL BE r ~`K LANDSCAPE ARCHITECT ORARBORIST BEFORE PROCEEDING. i' ROUTED OUTSIDE THE TREE PROTECTION ZONE. IF LINES MUST TRANVERSE THE 3, TREE ROOTS ENCOUNTERED DURING CONSTRUCTION, SHALL BE CUT CLEANLY AT A90 DEGREE ANGLE AND PACKED WITH DAMP SOILIML9EOIATELY. PROTECTION AREA, THEY SHALL BE TUNNELED OR BORED UNDER THE TREE ROOTS, 4, DURING CONSTRUCTION ALL TREES TO REMAIN SHALL BE IRRIGATED ONA 5, NO MATERIALS, EQUIPMENT, SPOIL, OR WASTE OR WASHOUT WATER MAY BE DEPOSITED, Drawn By: WEEKLYBASIS OR AS NECESSARY WITH LEAKY PIPE ENCIRCLING THE TREE FROM - - I TRUNKOUT TO DRIP LINE a I1 STORED, OR PARKED WITHIN THE TREE PROTECTION ZONE (FENCED AREA). STAFF 6. ADDITIONAL TREE PRUNING REQUIRED FOR THE CLEARANCE DURING CONSTRUCTION MUST i~ I r ~I BE PERFORMED BYA QUALIFIED ARBORIST AND NOT BY CONSTRUCTION PERSONNEL. SCALE 1"=16,-0" 1 TREE PROTECTION I 7. ANY HERBICIDES PLACED UNDER PAVING MATERIALS MUST BE SAFE FOR USE AROUND 1 I TREES AND LABELED FOR THAT USE. p, p }'n ? L1~-~' B. IF INJURY SHOULD OCCUR TO ANY TREE DURING CONSTRUCTION, THE TREE CONSULTANT 2 SHOULD EVALUATE ITASSOONAS POSSIBLE SO THAT APPORPRIATE TREATMENTSCAN BE / E 'g 1'I APPLIED. ALL DAMAGE CAUSED BY CONSTRUCTION TO EXISTING TREES SHALL BE / / / rl I'I COMPENSATED FOR, BEFORE THE PROJECT WILL BE CONSIDERED COMPLETE, 9. THE PROJECT LANDSCAPE ARCHITECT MUST MONITOR ANY GRADING, CONSTRUCTION, f \ ;.I I{ DEMOLITION, OR OTHER WORK THAT IS EXPECTED TO ENCOUNTER TREE ROOTS, / I I p ( 11 g C 10. ALLTREES REMAINING SHALL BE IRRIGATED ON A WEEKLY BASIS WHEN WORK OCCURS BETWEEN JUNE 1slTHROUGH OCTOBER 1st. IRRIGATION SHALL WET THE SOIL WITHIN THE 1 n :t 2 & TREE PROTECTION ZONE TO A DEPTH OF 30 INCHES. 11. EROSION CONTROL DEVICES SUCH AS SILT FENCING, DEBRIS BASINS, AND WATER DIVERSION STRUCTURES SHALL BE INSTALLED TO PREVENT SILTATION AND/OR EROSION I. I p C '_jl ~j (n WITHIN THE TREE PROTECTION ZONE. I o 12. BEFORE GRADING, PAD PREPARATION, OR EXCAVATION FOR THE FOUNDATIONS, FOOTINGS, WALLS, OR TRENCHING, ANY TREES WITHIN THE SPECIFIC CONSTRUCTION ZONE SHALL BE '~7 1{ I k T ~,I III. m ROOT PRUNED I FOOT OUTSIDE THE TREE PROTECTION ZONE BY CUTTING ALL ROOTS i~ , 1 B }?r ( III, m CLEANLY AT A 90 DEGREE ANGLE TO A DEPTH OF 24 INCHES. ROOTS SHALLBECUTBY i 'I MANUALLY DIGGING A TRENCH AND CUTTING EXPOSED ROOTS WITH A SAW, VIBRATING KNIFE, ROCK SAW, NARROW TRENCHER WITH SHARP BLADES, OR OTHER APPROVED r ~ q ROOT-PRUNING EQUIPMENT. 13. ANY ROOTS DAMAGED DURING GRADING OR CONSTRUCTION SHALL BE EXPOSED TO CF { y l', / SOUND TISSUE AND CUT CLEANLY ATA 90 DEGREE ANGLE TO THE ROOT WITH A SAW. 0Uj PLACE DAMP SOIL AROUND ALL CUT ROOTS TO A DEPTH EQUALING THE EXISTING FINISH `p GRADE WITHIN 4 HOURS OF CUTS BEING MADE. © t'' 14. IF TEMPORARY HAUL OR ACCESS ROADS MUST PASS OVER THE ROOT AREA OF TREES TO 71 / 9 % 1 f , 1 BE RETAINED, A ROADBED OF6INCHES 0F MULCH OR GRAVEL SHALL BE CREATED TO O / 4 PROTECTTHESOIL THE ROADBED MATERIAL SHALL BE REPLENISHED AS NECESSARY TO LY N 1 5 MAINTAIN A 6 INCH DEPTH Cl Lo 15. SPOIL FROM TRENCHES, BASEMENTS OROTHER EXCAVATIONS SHALL NOT BE PLACED W WITHIN THE TREE PROTECTION ZONE, EITHER TEMPORARILY OR PERMANENTLY. V/ 16. NO BURN PILES OR DEBRIS PILES SHALL BE PLACEDWITHIN THE TREE PROTECTION ZONE. LL NO ASHES, DEBRIS, OR GARBAGE MAY BE DUMPED OR BURIED WITHIN THE TREE I- PROTECTION ZONE. 0 (n I 7 , \ e 4 1y~/~ SCE 17. MAINTAIN FIRE-SAFE AREAS AROUND FENCED AREA. ALSO, NO HEAT SOURCES, FLAMES, 11 ~ L j11 ! 1 £1~~ IGNITION SOURCES, OR SMOKING IS ALLOWED NEAR MULCH OR TREES. 0 F- Z \ 1 18. DO NOT RAISE THE SOIL LEVEL WITHIN THE DRIP LINES TO ACHIEVE POSITIVE DRAINAGE, v/ Q EXCEPTTO MATCH GRADES WITH SIDEWALKS AND CURBS, AND IN THOSE AREAS, FEATHER w/ \ j THE ADDED TOPSOIL BACK TO EXISTING GRADE AT APPROXIMATELY 3:1 SLOPE. Q 19. REMOVE THEROOT WADFOREACH TREE THAT IBINDICATED ONTHEPLAN ASBEING r U) ` REMOVED, W N Q \ \ y1r 20. EXCEPTIONS TO THE TREE PROTECTION SPECIFICATIONS MAY ONLY BE GRANTED IN / EXTRAORDINARY CIRCUMSTANCES WITH WRITTEN APPROVAL FROM THE LANDSCAPE ARCHITECT. REVISION DATE - f` TREE LEGEND PREVIOUSLY REMOVED CEDAR / Species DSH Height in Oro-Radius Tree Protection Condition Notes \ _ - (inches) Feet in Feet Zone Radius In Feet DID NOT REQUIRE PERMIT-DEAD PRIOR p TO PLANNING APPLICATION 1 llexactuitolium B 15 5 5 Good 2 Caloceims decurrens 32 60 16 32 Good TREE / 3 Calocedmsdacoens 12 40 6 12 Good PROTECTION 4 Pseudolsuga menziesil 26 50 15 26 Good PLAN 5 Calocedms decurrens 14 40 12 14 Good 0 6 Acerspp. 10&13 35 25 9 Good ISSUE DATE: / FEBRUARY 1, 2016 rr \ TRO REE CANOPY OF TREE SCALE I°=16'-0" TREES TO BE PTECTION o TREES TO X PROTECTION L l ZONE \ REMAIN REMOVED FENCING 0 5' 10, 20' L1.0 THE TREE PROTECTION ZONE FOR EACH TREE IS BASED ON THE GUIDELINES ESTABLISHED BY: I, hla6reuy, N.k Clatx,l,1998.T--d D-kp-l:A Teehnleal Guide to Pra-a ionOfTr-DurhigLandDn-elop-L p.72. I t KenCalrn Landscape Architecture m k y Z L) a ~ m sF 515 AST STE 3, ASHLAND, OR 975A, 611.515.1965 I`11,I Y r -61, 2.1 Nan 20s r,ai; Ia13G't .T U t~ i Lr~tla 7A7, & l~ t~' qi~ Drawn By: ❑ STAFF 7 ` _ 0 ~ 6 \ I~~ ~ (/f SCALE 1" 16*-0" I r ~ I r O , ~ Rl f SLOPE ANALYSIS LEGEND ~ 1 ~a o ~ j cr~zlul,ea~'~~ ~ Le53a~D26n t~ 5 I., L 1 I ~ I ~ S T yo---Vi f ~ ~I~ saTOas°b vv ' I Y GreelerNen 35% 1 (4 fj~~ ! I ~-T i i f N Lo ~5 1lln;~a6i Uj r-- 1 L-s IH '4' I r 6~ V/ 0 I / 1 0~0 \ r Z % f QNU) REVISION DATE SLOPE ANALYSIS PLAN ISSUE DATE: FEBRUARY 1, 2016 SCALE 1"• 16'-0" 0 5 10' PO' L 1.1 KenCairn Landscape Architecture I 6 616 A Si, STE S, ASHUND, OR 97520 54.615.1465 sF 01 i Iz- / sk"l I Drawn By, / STAFF / SCALE 1" 16'-0" 14Y -77-, al'm foroa, y E~ m \ li .I I II II I' v I I ai li Ila u I I ut t,~1 d. W I W O d~ i r ~s f I l j l p N LLJ ~..a1~6 h t ~y al L__t-_L \ \Pf - - - I h 6 I ~ / 'e F~yo P ;1~1p~Eww U) ® q5 - t REVISION DATE GRADING \ PLAN /r~ oP / ISSUE DATE: \ FEBRUARY 1, 2016 0 5' a 20 L 2.0 KenCalrn Landscape Architecture k h y 2 L7 \ D a g 1 ~ tt I 615ASLSTE3.MHWN,OR975M 611.655.1169 9ypG L ` L r Q I I P lira k` 8 ~P1 f1lU t I s , ~ Drawn By: STAFF tXT ' SCALE I"=16'•0" Il, ~ r T D ll~j SITE KEY FTJ °"5~ it II t 2- EXISTING CONTOUR 14 PROPOSED CUT (FEET) u PROPOSED FILL (FEET) UNDISTURBED 5,517S.F.=57.6% I II 11 ,a (25%+36%=61%REQUIRED) i C pool TOTALLOTAREA: 9,586SQUAREFEET i TOTAL AREA OF DISTURBANCE INCLUDING HOUSE. 5,400 SQUARE FEET " .f i 1 1 PERCENT OF LOT DISTURBANCE INCLUDING BUILDINGS: 56.3% 0 1 Gi TOTAL AREA OF DISTURBANCE EXCLUDING HOUSE: 4,066 SQUARE FEET i. + X, PERCENT OF LOT DISTURBANCE EXCLUDING HOUSE: 42.4% /Y MAXIMUM CUT OUTSIDE FOOTPRINT OF BUILDINGS: 5 FEET -3 Lu ° + MAXIMUM FILL OUTSIDE FOOTPRINT OF BUILDINGS: 5 FEET 5 I ° ALL OTHER CUTS AND FILLS AS SHOWN PLAN UJ c) e r W t-- W 5 e 1) + pti II' i U) 0 Z Q 0 i µES F Z U) \ 1~ '~1 1 \ 11 a~ C\I W \ ' 111. ~ ~ 1 mNQ ~ gyp \ ! ii REVISION DATE l 1 1 1 J I / CUT/FILL ANALYSIS PLAN o~ r ISSUE DATE: FEBRUARY 1, 2016 SCALE V- 76'-0" 0 5' 10, 29 ® w KenCairn Landscape Architecture k 2 G) / I D 2 m 615 A ST STE 3,, ASHLMM. OR 515M V' 5f1.545.1465 FOP o~ o 1 J \ 9yo l ~ sr ~ ra CONNECT TO EXG. , % o CITY STORM LINE - 1 Drawn By: STAFF TCONNEC, 10 SCALEI 16 0 / Imo I ~ alp` ❑ "G6 UN S TO D 1,R~/T rom ~ 7 . Cf) -ir 6~ rw I. III j y I' \ I 1 16 I 'I DRAINAGE PLAN LEGEND n' I1 1 1 I„~ I ,1, 1 ❑ cATCHeasm AREaoRAIN 1 1 f , I ~ ~ II 1 1 11. 1 FOOTING DRAIN•4"PERFORATED PIPE ~v 1 I Y \ I' m Ta SURFAGEOPAINAGE .h1 ~I I 1 TIGHT LINE TO CATCH BASIN 4-HARDPIPE PIPE ,~P~ - 4is r /,4 I I 1 WALL PERFORATED DRAIN COLLECTAND DISPERSE- PIPE / I 1T e 1 1 W a V~'~t\ I I~~ a I I I 1 Z W o a~ 4 i , I I\ I 3~ \~F' I 1 I yJ T a tl ♦ - - --t-- t-L 1 LL) W ° I CI 1 0 ~I s r, 1 L.TQ m 04 i REVISION DATE DRAINAGE PLAN ISSUE DATE: FEBRUARY 1, 2016 SCALE 1" a 16'-0" 0 5' 10' 20' L 2.2 EROSION CONTROL LEGEND KenCairn Landscape Architecture PERMANENT HYDROSEED AREAS STANDARD HYOROSEED MIX; Herd Fescue, Miw 0-er, TaflFescee, Mite Y-,,,, W woodfibe-kh, _._I tackifier, slowrelease feNlize48 mycorrhizallnnoculaM - Filter fabric material supported by wire mesh y If necessary SILT FENCE 2 Attach filter fabric3 --places per post - SILT FENCE WITH HAYBALES / A B 1 Anchor trench 0 F -7 Fr7 ti I m p H14 'T H HT - O l 7 -I lit j gn ISlS A97, 6TE 9, ASFIIANq OR 9160 CATCH BASIN WITH SEOIMIENT PROTECTION• SEE L2.2 DRAINAGE PLAN / to 54154S146 F SEE L2.2 DRAINAGE PLAN FOR I 12 FTC] TEMPORARYSEDIMENTCATCHMENT• SEE TL. -THIS SHEET 9( CONNECTION TO EXG. CITY LL (1} I)r 19 STORMWATER LINE 4 do / Bury bottom of fabric JJ 2.6y 2' wood slake S I ea....oeae.aaoe.eao. TEMPORARY CATCHMENT DELIVERY G~ 1 I ' In 9'1o 12' deep trench ofineWlTstake f1I O NOTES: 1. AREAS NOT SHOWN AS HYDROSEEDED WILL NOT BE DISTURBED / tl nilrt A 2. INSTALL TEMPORARY CATCHMENT AT LOW POINT IN SILT FENCE LAYOUT N IRRIGATION NOTES: 1. Trees aodomamental landscapevAth lydgadl-xfl be designed pile, to building permit apo.Hon. SCHEMATIC: SILT FENCE CONSTRUCTION 2. Hyd. and species have been selected to flourish without supplemental water. + I d Scale: NTS Drawn By: STAFF ~ t l I d ~p SCALE I"=16'•0" (f) Filler fabric material supported by wife mesh If necessary V Haybales located on dovmhill side orsedlmenl fencing Cf) Attach Filler fabric 3 G ~~,Jf 1 X-i-I places per post f 1 \ ITI rHaybale (fYP.) SEE L22 DRAINAGE PLAN FOR I ~ \ f - - - •1° I CONNECTION TOEXG. CRY to 'j 1'~\ I ° fi°1p1 I I' I STORMWATER LINE 12" I • s Anchor trench I- 1~ 1 c I ~ I,~', aun rr Bury boltom of fabric 2°by2'wood stake I ll I~. Iy In 9' to 12' deep trench or metal Tstake i Iit l ~ ~ l ~ r ~ I 1 1 I 2 SCHEMATIC: SILT FENCE WITH HAYBALE CONSTRUCTION , ~ I ~ - rA II I I t Scalar NTB I l ) / i/ l I 'r ~1 ~ ~ I I II ~ ~ ~ U W O 0' LU I, 1 C Hay Bales secure with Taber where LU r / , 1 l -\V~ coq placed on soil LL- °r ':1 1 ! Icy r /t ~~~21op Outletpipe - Raiseppe $ I 1 II I \~o P?p~ Invert to 1.6 above bottom Q 'Zo - ~'V 1 1 I ~~Z m1n t- Z p 1 1 1 b f~ Q \ ~A 1P~ Z 9.p Temporary Settling Basin J > I, II 1 ~s- F 4 x 6 feel across x 2 feet deep TIC 4 14 / Discharge to catch basin or Q N U) ♦r continue with flexible, corrugated M N Q pipe to bottom of slope LY CONNECTTOPERMANENT4' HARDPIPE \ AS SHOWN ON L2.2 DRAINAGE PLAN \ I REVISION DATE \ I/ 3 SCHEMATIC: TEMPORARY SEDIMENT CATCHMENT EROSION \ Bale: NTS CONTROL PLAN oq ISSUE DATE: FEBRUARY 1, 2016 SCALE V a 16'-0' 0 1. 1C 26 L23 KenCalrn Landscape Architecture k 2 Ll m x , - 515A ST, STE S. ASHWM, OR 975M - 5f1.5i5.1465 J~ M Drawn B Y: STAFF ~x U SCALE 1" 16*-0" ct x- SITE KEY yV, Fq z+io EXISTING CONTOUR IlT PROPOSED CUT (FEET) AC> _ _ rv- , y F,+) /I PROPOSED FILL (FEET) X ( II ii - EXISTING TOPOGRAPHY WITH GREATER THAN 25% SLOPE r /x/ Lu LU c) / N W V W IX U) 0 ° N CO (V Q REVISION DATE / SITE \ DISTURBANCE JUSTIFICATION oP ISSUE DATE; FEBRUARY 1, 2016 SCALE I" e16'-0" 0 6' 10' 20' L 2.4 ELECTRONIC COPY moss MEM~ - e- _ 51g PG1Vp<T dpe° PA°JP WNA MUST BE SOLID OROITED BASIC DESIGN PARAMETERS 5 G I x 8 /0 BEFORE 0' BLOCKS ARE PLACED ALLOWABLE SOIL BEARING CAPACITY 1800 P°,n< a k,,c,RP 1525{ ~F NOTE, ALL FOOTOW 7min DESIGN ACTIVE PRESSURE FOR 20 MAX. SLOPE 45.00 PCF pppp J MUST BE N6PECTED1 BEE CON9iRKTION PLANS DES ON ACTVE PRESSURE FOR VEHICLE LOADING • 45.00 PCF $ ,,R< ~ 2 . 8' CMW, SLD. GROAT m L MINIMUM O✓ERNFENING STABILITY RATIO L90 d FOR TYPICAL FRAM t (PONYWALL OR FLOOR MINIMUM SLIDING STABILITY RATIO 150 , A OREGON o F.. 1500Pe1, ry 60000pe1 I;~IIc. MINIMUM SOIL FRICTION FACTOR 039 QQ V PI 2 1qs S FRAMING) 2min 14 a 24' VERT o 6 FOOTING CONCRETE Me 2509 PSI Y e° G`r A pLT •4 a 24' HORIZ FOOTING REBAR Fy 60000 P51 rI, SEE CONSTRUCTION PLANS '<g r o1= 6 DESKdN SEISMIC LATERAL FORCE 07 FRAMIG NOTE, ALL FOOTINGS AND C'4L y ALLOWABLE PASSIVE PRE05URE 250 PCF IXPiAEs12-71-201 FOR TYPICAL (PONYWALL OR FLOOR 6' CM, BLD. GROUT MAST Be IFBPECTEDU A9W1ED 901E DENSITY lm PCF FRAMING) fO,• 1500pe1, N. 60000pe1 / i1F"' it,., 2min r4 BARB a I6' VERT a 4 Q W^ E •j E Z 0 12' Cf1U, SLD. GROUT r4 a24'HORIZ .nom ~ , , ~ L o 60900pe1 ~ ~ ~ ' fYn• 1509pe1, Fy B' C11ll, BLD. GROUT NOTE, ALL FOOTINGS j -40 ' VERi EDGE b ALL FOOTN76 MOT BE 05URVED BY KAS 1 A660CIARb, INC z > ~I' r S 9'2 9 f'n• 1500pel, Fy 600000.1 'RET Be INSP@CTEDU 1•r4 aKt b' HORIZ q PRIOR TO PLACN] CONCRETE. r7K F y e enLL x 14 DOWELS a IS' VERY EDG~63 9 ; , 8 ro W THE CONTRACTOR ROT NOTIFY KA6 A ASSOCIATES, MC, A MSBiM 3 m r4 a 24' HORIZ U' L1111, BLD. GROG ;p B 16' Cm SLD. GR:N7 OP 46 HMM PRIOR TO THE O"ER/ATILN AT (541) 112•5501, F 6 0Q y tF. 1500Pe1, N. 600000.1 -1 .4 t'm• 1500PeI, Fy b0000pe1 3' L om 9 DOLE, W' VERY a EWE]41 / , E 5 DOWELS o lb' VERT i EDGJ33 a E RI-aio : 2•r<.24'HDR12 2 2.r4°24'HORIZ 1) CONCRETE AND 1 FINISH FINISH T MASONRY NOTES 1 9 CROWD 2 % GROUND w C$¢ H. ~I-! 1 0 Hlr~- IL 2 r`7 2 6 / / , " L ALL CONCRETE FOR FOOTINGS AND SLABS SHALL HAVE A g ^ 6 MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 2e, DAYS. 2 z _ i`2Jj LIB .{I : 2. ALL CONCRETE SHALL BE CURED A M1INIMIUM OF 1 DAYS BEFORE 5 L 6 d ~ ° v r y, ~ 3. AL ANY LOADS T BE IMPOSED, S ¢ "S ALL REINFORCING STEEL BARE SHALL HAVE A MINIMUM YIELD 3, 3.14 BARB CONTINUOUS T a = STRESS O 60000 "1. AS SHOWN 6-r4 BARS CONTINUOUS OUS g 9 I 4, ALL CONCRETE BLOCK MASONRY WITS SHALL BE CURED a GRADE NA I'•0' ° AS SHCUN BARS CONTINUOUS 5. ALL MASONRY MORTAR SHALL IWO BE TYPE 6, WITH AN AVERAGE 5 x 36' BARS AS SHOWN _ COMPRESSIVE 551VE STRENGTH OF F 1009 P51 AT 2 28 DAYS. I'•I' 5' 016' OC. b. ALL MASONRY GROUT SHALL HAVE A COIFIEE941VE STRENGTH (n OF 2500 PSI AT 20 DAYS, 5 a BARS 12 5 x 48' EARS L MASONRY MORTAR JOINTS SHALL BE A TOOLED CONCAVE ttLtt ~2 •6 014' OC. 21 r I'•0' a 16' D.C. JOINT. 2 b I'•0' ® B. THE MINIMUM LENGTH OF LAP SPLICES SHALL BE AS FOLLCUGi 0 1'•9' S BARS I5 45 BAR DIAMETERS LLd99 'B' SPLICE w 1 0 ' D.C. 2B 5 BARB • B' FOR MASONRY 24' FOR CONCRETE 3 14 ^ 3 b' r q _.I 14 BARS • 24' FOR MASONRY 3Y FOR CONCRETE y b' 9 BARS • 30' FOR MASONRY 40' FOR CONCRETE z L p~ 5 BARS • 36' FOR MASONRY 46' FOR CONCRETE 0 O p 9 REINFORCE ALL CORNERS AND INTERSECTIONS WITH I BAR J f VERTIC PLUS I CELL TO CORNER WITH I BAR VERTICAL. (3 MIN.) L BARS 1 -5 in IV. X ALL LINTELS, JAMBS AND SILLS SHALL HAVE Z H EXTENDED A MINIMUM OF 24' PAST THE EDGE OF THE OPENING 'Y n NOTE, 641 PCOCATION RAN FOR THE LOCATION OF T1416 E WALL SECTION, NOTE, GEE FOUNDATION FUN FOR TIE LOCATION OF 71416 NOTE, SEE TIE SITE PLAN FOR THE LOCATION OF THIS WALL UNLESS NOTED OT RWISE ON THE PLANS. L CALL SECTION SECTION, E ALL CONCRETE BLOCK CELLS SHONE BE FILLED WITH GROUT. O, THE THICKNESS OF GRUNT OR MORTAR BETWEEN MASONRY UNITS AND REINFORCEMENT SHALL NOT BE LESS THAN 1/4' 0, THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, SHALL NOT BE LESS THAN THE DIAMETER OF THE BAR EXCEPT LAP W s1 4' CMU RETAINING WALL e( 4'-I' • &'-0' CMU RETAINING WALL 51 6'-i' - 8'-0' C.MU, RETAINING WAI SPLICES MAY BE WIRED TOGETHER 3 14. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS, m YERSA•LOK CAP UNIT A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED VERSA•LOK CAP W Ii TO EARTH B a xO'xlb' VERSA•LOK STANDARD UNIT 7YP. CONCRETE EXPOSED TO EARTH OR WEATHER COVER bklt'nlb' VERSA-LOK FMIBH GRADE 2' 3'MIN.MIN COVER STANDARD WIT TTP. y (-1= ilr O. CONCRETE NOT EXPOSED TO EARTH OR WEATHER L 11/2 ' MIN.COVER FINISH G _ 1"~1 t III" -r 15. WHEN WALL ENCLOSES LIVING SPACE OR WHERE EFFLORESCENCE O' THICK M. IlL" COULD BE OBJECTIONABLE, WATERPROOF EXTERIOR OF WALLS OATH a E DRAINAGE M ' r 12' THICK MIN. / PARA9EAL WATERPROOFING, A0 MAMFACTURED BY PARAMOUN T AGGREGATE 4' DRAINAGE P. 0111 TECHNICAL PRODUCTS, OR EQUAL. WATERPROOFING MUJ'T BE d d SPEC 2.05 -RETAINED RETAINED PER PROTECTED DURING BACKFILLING BY USING PROTECTION BOARDS. " AGGREGATE i.I BACKFILL SPEC 2ID9 BACKFILL Ib. FOOTING REBAR SHALL BE TIED M PACE PRIOR TO PORING B S 9 DRA/' i AND SJSPEM1DED BY WIRE , AND SHOULD NOT TO CH THE CROWD, p e e Y ' BE PROPPED UP WTH CWUNKS CP AFTER BLOCK. 'UE7 ST w d d d S v ; • r~i:-LL ;p I f)= _ CONCRETE IS UNAEPTABIN IN PL PLPTABLE. " N, " k g OSYNTHIDIK.REIN ORCEMENTo 4'•9' LOG RAIN SPEC 2A6 CONCRETE VERTICAL BAR$ ACE AFTER POURING THE i LEVE( A PER PER 1, r 1 11. CARE MUST BE CC TAKEN TO KEEP REINFORCING STEEL CLEAN AND S IuIH FREE FROM MUD, DIESEL, DRIED COCKEYE OR GROUT OR ANY I '-GEOSYNTHETIC REINFORCEMENT SUBSTANCE THAT WILL AFFECT THE BOND BETWEEN THE STEEL AND N" STRATA' RID SG350, 3 LAYERS • b'•6' LOG CONCRETE. SPLICEBTEEL IN THE SAME PLANE SHALL BE 0 N 1 r _ - LIN E OF EXCAVATION LEVELING PAD STAGGERED BY A M84" RI OF 48'. 1='a ii PER SPEC 2.04 m Ih IF~IF ~~Y ~~Y/~ rwsucavexoreodearrroxl ~i e 4 Y errunex dt a+xcpe rcaa R I 1-IIr"`ri G, prl_~' T~rT''._ k MNReM OP 4 4' VERSA-LOIC RETAINING WALL S FEET s1F" i~11~ g aElaNea oa / / PA vER5A•LOIC CAP WIr 5 6' VERSA-LOIC RETAINING (CALL LINE O EXCAVATION It c•oeerneu_1drrEO CLOY CAP WIT ADHERE- TO~ 51 tdr dew. 1 TOP WIT DHESIVAK J CONCRETE E ADHESIVE pa~riaead'o'~er«dN OP 1h1ER ldgWC,MdWI Z O FINISH GRADE ~~ead~C ~wo1H '!ti(,; Erl.,(4U;r "iv~!~J'.<n'./„'N;i~~NiT Zr-I 1k,1' ae°d°eaau. erkE / a STANDARD WIT ttP. tAA E Tu OFN T npU - • \ aI RETAINED 4 -I d 0 r(•Y).. 'J( BACKFILL w 3 TYP. ~ I`SIf~~ ~ I a ~N~l. r l~ - PEMaNOn°.lareol~wIc r F. we. aorN ^ LL ~ a / l'.f {/Vj`jf, LdN DL&L DR1N%PE ` .u••..,, , ku... h . s draPP~~E Po rn% c°6cart CX1~ g APPROXIMATE O, it y L j 12 THICK MM. ~a LINE O OUT INTO F- DRAINAGE NATIVE MATERIAL 3 O G¢ i II 1 a 9 AGGREGATE PER 1 NOfEi N'pLKa41KKi'4dY /,{ode m SPEC IID9 i , TIC 5xc AT- 5-$NALL lE Olt W 415, OF a u-nron lla g^9 I- i 73 DRAIN PIPE PER , SPEC 2,06 TYPICAL RETAINING WALL W~/ is! 1F CEO-TNTHETICREMFOfaAYERi DRAINAGE DETAIL ° u•• ~~4 9TRATAGRIO SG350, 5 LAYERS 5'-3' LONG ( t IMPERVIOUS FILL PLOt acne. I.>+ sit SHEET NO. s ~I 1 3:r~ s j PREPARED FOR: 21 A TA STREET TREET 212 MA ET 51 LEVELING PAD II_ ~ STRUCTURAL FILL SEE SPEC ASHLAND, OR 91520 G 201. PER SPEC 2,04 b 8' VERSA-LOK RETAINING WALL 201. s1 ~ I OF 2 (BARTON - RETAININGWALLS) KAS14.IOB ELECTRONIC COPY 0 gzi°aTOa47 w Tgv F¢Iygg 5``i G I N 8.elF •VERFY LOCATION OF EXISTNG STRGTURES AND UTILITIES c Q p`°A rv,~ (6.27} )IXC4vd AREA LARGE TENOUGH , TO ACED GEOGTELEVELIG PAD. INSTALLATION NOTES r~O~F e4I1 EE WIRE 0 D MIT EMBEDMENT,A AND W REWIRED GELGRID LENGTHS. W V W T 'PROOF POLL AND COMPACT EXCAVATED FOUNDATION AREA a OREGBY )A, ro, a STRIP VEGETATION AND ORGANIC SAIL FROM WALL AND GEOSYNiHETIC ALGINMEN7, 1. e\ole t99c 6 ro• EXISTING GRADE a BENCH CUT ALL EXCAVATED SLOPES. Ga wxcS Gee witleS a DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN ON PLAN UNLESS DIRECTED BY SITE SOILS ENGINEER TO REMOVE fI'0aiovrearto NwlFkrF£RB NBTNGTg6 Aoo PARTUL a ® W UNSUITABLE SOIL roR RENOZerRm akeren URVE A rron Aw ccwRRS ese~, a CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE AND PROVIDE EXCAVATION SUPPORT IF NEEDED. F F%P9ES 12-31-2018 CURVE DETAIL a+aWLLL % eE4an'6 \ o SITE SOILS ENGNEER SHALL VERIFY FOUNDATION SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS, H nPeAL agree P~y~% m.wo `APPROXMATE a LEVELING PAD SHALL CONSIST OF WELL GRADED ROAD BASE AGGREGATE, 3/4' CRUSHED, ANGULAR GRAVEL WITH SOME BN Kxe, we >d•ro' EXCAVATION LINE, FINES W J wg woco,Rx> ow wAS[I FOLLOW OSHA o CONTRACTOR MAY OPT FOR A LEAN CONCRETE LEVELING PAD, PAD SHALL BE WRENFOROED LEAN CONCRETE, 200.300 a4 = Bart wMrWr GUIDELINES P$1,3' THICK MIAXITIM J u BASE COURSE reL.EOI¢ytt.pp -GRANULAR a DRAINAGE AGGREGATE SHALL CONSIST OF CLEAN ANGULAR GRAVEL, 3!4' DIAMETER WITH LESS THAN 55 FMES, m > . ~ • z ~ u `LEVELING PAD a DRAINAGE PIPE SHALL BE PERFORATED OR SLOTTED pVC OR CORRUGATED HDPE PIPE, CORNER DETAIL 90R1 ER DETAIL / nN 6 THICK BY a RENFORC E a ; i C x ED BACKFILL SHALL BE FREE OF DEBRIS, ORGANIC SOIL, AND EXPANSIVE SOILS. 0 11 Ow n.4GLGORNM IaL 4N)IP•>Ya! 74 WOE j euaG xae °PL wLG xae a FOR WITS 70 BE EMBEDDED, COMPACT FILL IN FRONT OF WITS AT THE SAME TIME FILL BEHIND UNITS 15 COMPACTED. N -9 LO41pACTION SHALL BE TO 955 OF MAXIMUM STANDARD PROCTOR DENSITY. (A57M D•69B) uv re Bran akena KR y^ UmlStmmEO SOIL a COMPATION TESTS SHALL BE TAKEN AS THE WALL IS INSTALLED. THE MINIMUM NUMBER OF TESTS SHALL BE DETERMINED BY ucv wave aT weaR aw THE SITCE SOILS ENGINEER - SECOND COURSE ccfaFar Nro lbvutawLL IIU~~U77I • COMPACTION WITHIN 3FT. OF WALL SHALL BE LIMITED 70 HAND OPERATED EQUIPMENT. a NNW E STEP I e CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE R7RIOFF AWAY FROM WALL AT END EACH DAY TO AVOID R WATER DAMAGNY THE WALL WHILE UNDER CONSTRUCTION, a 'PLACE LOBEOT COURSE WALL w1T9 ON LEVELING PAD, BETTING ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT, OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER WALL 15 `g § A 5 1 e I FP4FR•L VTI 4w recex4 oowr na)rtdnl WIT SIDES dGAIN0r ADJACENT MIT$, COMPLETED, ',~rn6y arLt wal Pal R»an MXw Ga ccveEe ewI wAREe 'LEVEL IESTB&DE•TO.6IDE. FRONr•TO•~4R AND LLVTN ADJACENT • FOLLOW APPLICABLE PROVISIONS OF THE WALL WIT AND GEOSYNTHETIG MANUFACTURER'S INSTALLATION INSTRUCTIONS AND 8 RO-~z6b WITS. wns LL'1if a80e,FP I,yFOO CHEC WRITTEN SPECIFICATIONS. a ' M ALONG BACK IN UNITS. a IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL LOADINGS ARE DIFFERENT THAN IN THE DRAWINGS AND THE DESIGN ne a'i $ w GrPnne oeacrwl ~OHGI •QECE AND COMPACT ISAC~ILL N fRCNT AND OENND wlt0 70 I i BE EMRADE. • wAARAMETERO, THE CONTRACTOR MUST CONTACT DESIGN ENGINEER PRIOR TO PROCEEDING,-. WITH THE CONSTRUCTION G THE ~ $ E q i •BE EMB9EDOED DDED BELOW FINAL GRADE. G Fncu , 000 COAClb __1 Q INSIDE SID' CORNER- ER ouT51DE DOR ER CORNER DETAIL CORNER DETAIL DESIGN PARAMETERS AND PROV15IONS E S THIRD CWR9E VERSA-LOKa vL o THE DESIGN OF THE WALL SYSTEM A551d1ES THE FOLLOWNG PARAMETERS: LL J INSTALLATION SEQUENCE gA-L6x IDxas Ae~talnlll~WallS stems EMB lTlAVaRIE@ MMINC WALL FRICTION WIT Z _ DETAILS SHEET 2 ao~m 9 AR mXMA CLY AO SOIL CONDITIONS ANGLE WE GHT E THE BULL NEGM REINFORCED BACKFILL 30' 120 r t a FIRST Gd1R0E L KR eIHaGxT )LLLLI.aLiBM1rzA•cAP Aw e.uP J I~ mnlrmea .F RETAINED BACKFILL 30' 110 (EFP • 40) $ 10 NINE 1 Oaf wdTUre aGaca FOUNDATION SOIL 30' 125 (EFP • 42) O y 14YOROSTAT LOAD NONE iD BAI MSTIG erPUnerc -I \ < SURCHARGEGLOAD AT TOP OF WALL • BETA • 0 ~ L T a xmrerAm j n/ 1 }14' 1 I eLL n)nA cCTMPaaaD B4cKFaL ALLOWABLE GROUND CAPACITY • 1500 PSF Q ^ d 0 7 g .17 FFFRrne ~E° SEISMIC PEAK CROWD ACCELERATION ION • 03 3 5/8' GAPPING DETAIL-PROFILE i2iamsnpu,nrzurb R6L Wr.TH xeLP°o~ a THE WALL DESIGN ENGINEER ASSUMES NO LIABILITY FOR INTERPRETATION OF SUBSURFACE CONDITIONS, SUITABILITY OF 901E ~L eTeP arrwa wL w °oaaee d L STEP 3 DESIGN PARAMETERS AND INTERPRETATIONS OF SUBSURFACE GROUNDWATER CONDITIONS. g xa.m w'E eia.T;LT ioao P um wrtertolwoLe 'W B.w PART OF HALL • THE OWNER OR GU4ER'5 REPRESENTATIVE 19 RESPONSIBLE FOR ENSURING THE CONDITIONS STATED ABOVE ARE ACCURATE bwwmanarcevaed•LaWro TO NcrG NMSIORUmw oneRSTRansa tiaLOa2rowrRmeT;eGRO rvwrknaeae PRIOR TO AND DURING CONSTRICTION, Lure NULL a krar¢o ro W4L wTC I6TLLUnW eemeTK•s arv erecFCa"~ • PLACE NEXT COURSE OF WITS. INBERr TLO CONNECTION PM a THE OWNER OR OWNER'S REPRESENTATIVE IS RESPONSIBLE FOR ENSURING THE WALL DESIGN ENGINEER I$ CONTACTED IF W vep4.LCKCaruTe AaaaK LceGG.FL LBtlINMOILIVATKN PJODR12 l' _ LGaPBMYe9akbDWMAn•to BALL 'ABUTMENT DET'A'IL &uu eF DeT6RtKO Br tpvecT FecepaeR iNROWNRtl OF THE FOUR CENTER HOLES OF THE UFfERCWREE ITCONDITIONS R 2 IT • 1 165 THE OUNE CUNER O OR THE OItNER'9 REPRESENTATIVES RE9F'ON5IBILITY TO ENSURE EXTERNAL STABILITY OF THE WALL, X'I' Do)a ue'oenawa racalRe %LLm Nae WITS INTO THE CENTER SLOTS of THE LCB Ft COURSE WITS' KTHwumA GEOSYNTHET C • CHECK LEVEL AND ALK EM OF WRS. LRdxLnrwwwn%x eLLL mG w INCLUDING BEARING CAPACITY AND SLOPE STABILITY, IS PROPERLY REVIEWED AND EVALUATED BY A QUALIFIED CIVIL Mm uuawaaeHLw rHwuwe INSTALLATION DETAIL 0 13ANr LKTNDSawn COMPACTING OUNDIN ADDRESS THE SUFFICIENCY EOF THE BEARING CAPACITY 4ww ortRU•G CU+ar FXDacove Jk Te>eal Tex KALe,Hxa LL GRACE FRCNiaAFRONDBEHNDwITS ire WTIL ILREAC REECHNGHELM ENGINEER THE WALLDESGN SHOWN IS AUINYUDOES OF FIINA a "cerewa+eo e• twnTert BE PM GJUST M FRONT of AL NOR THE SLOPE STABILITY OF THE WALL LL SYSTEM TEM AND SURROUNDING 501 " uX aLIT . vai to • PLACE L' 1%1 ABOVE THE FINAL GRADE N FRONT OF WALL, a ypGL_Lpt OETNIS sua,rz ro1F0 dSQ H%1maTaWLL PLE4eDRASIwEaGG1YcGETEBEHIroTVHwITS ITS TO REQUIRED i• VERSA-LOKFN NN•OrtMa•N) wRnr mewo anew A- --AL •THGa+e¢s. AwlelnlIS St¢mS - w "rw ST.. k NOTES pi bB "iH BSO EWba FA Bf mou w BTRGNrtB BE W HALL INSTALL DRAINAGE COLLECT ON PIPES AT BABE OF DRAINAGE m ego ITCx O[reR@ED eY _NE_ 'AGGREGATE, WTH PERFORATION OR SLOTS FACING DOM a Y eW GcY SLOPE OR N PIPE TO ALL W GRAVITY FLOC OF WATER TO PARKING LQT DETAIL E , OUTSIDE TIE WALL SYSTEM, WTLETTIG PIPES AS REWIRED, euLG r, t dp4 ZACE AND COMPACT REINFORCED BACKPLL BEHIND DRAINAGE CS „ M1 E e09e oeM91AI S•CAre CRY 'w ~F KGREG4TE. ~ d ry 011691 oAM)Ut A-O Ck.T O'im5eM 10 _ _ BG B B CAPPING DETAIL-PLAN VIEW wsrsn o'I'GR axa eraarc~orremcln e E aWh6 A6,•WLtCPTMILL, k ~ b.ae IR*IRKNialwr6 a a xLLG ~ wTG l KKT OeGhnTm0aa01M4akiN•!R6 y T bT4LAfM W- dxp I,-- r wa`Bw1.aM -`i• i6!GamLDUM 4ID nevanMn E-E.. DRANAGE AGGREGATE 4'DIA ORAN FIFE cT _ Eu4lce OOSYN HETI A WRET AT END O nLrenn 1 nN GESYNTETIC AT E• THICK CALL DRAW 40' u DRAIN DITCH DETAIL STRUCTURES BEHIND WALL CENTERS MA P rcvnmduelrneAnaavuL G>tAw ~LMtcGrM %LLGIa.4 K4e, M.E ANAL GRADE W p S gE E y~yl_ y q PAVEMENT AT BABE OF WALL VERSA-LOK ° La I Aelalnln WaliS'slemS DR anuNlm WAU KAlN nns uomi",A, • NIE SHEET ] REINFORCED BACIFILL a 48 1' 4 CCMPAOTED 9W5 CF L- n4xevI STANDARD m 0 ' g 33 yy 9if nk10Naa+arzT a1 Rmle"CC°°nom,+ A I STEP H PROCTOR DENSITY T Zg q 4 ron'~Qnroalara+s Wgyy ypyp 2t) a aYY T Anevilasre'~~n e~ C~ ~ k 1 Q i ~B dO z •COUN S RACING WITS, DRANA65 AGGREGATE AND J REINFORCED BACKPILL, WTIL REACHN'G HEGHT CP • PLACE AND COM-ACT IMPERIOUS SOIL BEHIND THE TOP 12 A b I GECSTNNOTIC LAYER • CONTINUE PLACEMENTCF WALL WITS,GEOSTNTHETG, DR4NAGE INCHES OF THE WALL 'LAY THE REWIRED LENGTH OF GEOSYNTRETIC HORIZONTALLY ON AGGREGATE AND REAFORGED BACKFILL BT REPEATNG STEP 4 AND ALIGN CAP WITS, WTH A SLIGHT OVERHANG, ON TOP TOP OF THE WITS, ENSURING HIGHEST BTREWa7N DIRECTION W i GEOSYNiHETIC IS PERPENDICULAR TO WALL FACE WTIL WALL IS LLS TA ONE ICOi CP SFINAL NIGHT. ES BEFORE d " CAP9WTW iH VERSA•LCK ADHESIVE. SIVE Z aAa a rn mL eenb6+ • STACK NO MORE iH4N THREE COJFGEB BEFORE BACXFILL IS 'CATER VE ENWRNG PF%PER AE I, REMOVE AND THEN ADHERE i M.ACE GEOSYNTHETIC PLACEMENT aA~n Poemccczn •DOWNHO COURSE NTkETB OIO TOP OF BELOW AND FIN KL EO BEHND WALL, INTHET PLACEMENT PLACE THROWN GHGEO E04GREGATE INTO wRIT&TO • COPACT BAOffILL N NO GREATER THAN 6'THICG LMT66 CONCAVE CURVE GEOSYNTHETIG PLACEMENT r •TH WIESS NAGE AGGREGATE BEHINDwns TO REa,CeED x V, " q,~ 6cue,Taa CONVEX CURVE •ryaL BACK OF GE05YNNETIC TO REMOVE ANY BRNKLE00R p J \ YNPLUS GR.9ul.Rtlrel Kn GeOlMlarc aeNKenort %4G Nt1 I LOOSENESS. DO NOT OVER TENSION HU _ `@ Cdr Tn nevuHN66i0W a M Ca6naeteN l•.YB.iRe G TuH a EnanynR USE STAPLES, STAKES, OR HAW TENSION TO KEEP GEOSTNTHETIC CAP MIT ADHERES TO G[06MT@Ia.NULLM Idp HOITIAQIrdLLY ON CQTkTlD ea.RL -(POLL OIBOTIaU- 1WIf UNTIL BACKF LL 19 PLACED ON 70P. TOP COURSE WTH r$PERIWJA SLOPE ND LOADING J p !y FILL n SE akm dRrEMKIre4LC ISEA H/4 VERSA•LOK CONCRETE 'DEEP VARIES \ L<gaKCl abDRaiLN (F0.L OpKilOWa1RBGWlTFOGRO NULL Z 0.v[FRtO eT MLdlrPkfCRM G!NI[COImdYE WM THE G rLNaie M![XIWKNa ADHESIVE GEOBYMRRTC14Vb PEOaRen0 TeeTOrzBOrt d}eBk01DRI A ro PaxcaDV awiaee wrcwrr:ae- RRC aWVxicernrn S~ gffoReBRNT Ubvarlae v ? (V~~/ Z 01SC1YNa)TRDGM aNp pSP%owR W i°TI OT-0, eTafil C.P~Gr N4O ;Y,°~(,i: 15;~ • EE/ W -IRriL DHFLTKIU- TBRae1G t12 GIaYI11RCnGHCOrY, oer ea jj l°fLL i NclaSaea%mL G@ 7 ;,IH Q n H/4 UI, W akeTa%L wL SeneFN o` M~e WW 1 0 R 1 PAL GEUTNiHE11C TIGHT REBSOR:ED BACKFILL G N6TK me EI L dreGxacnIeefaFCSmlr AND HOLD N PLACE I MAXIM STANDARD OPT TE T[ -v4~NMa FENFOALED BACKFILL vW[) N4~ a- COMPACTED Fd } J evdiR01I STAKE OR BY OCHER MEANS }A MR 6 F IBercKBexr - GY flaT1 1kt ANA RI PI~CrOR DENSITY a NW ~ygl ~G ).IN Na OF eouti STANDARD O L. S7ANDARD ~FFmCrOROR DENSITY S- A a ne RGrOdR a rce W4LM) d9~ GEOSYNTHETIC PLACEMENT GEOSY 7RETD G \ T TYPE, S INSIDE CORNER REPF0R6EDBYXFILL ecLLGRKw -NRxLOQCTwI- cawACreDBSSOFnAXevM 4 SNEETNO. COMP LonEOePACeG Al VARIES WxcTKN emm~a ACTED W%OF TIC" i.. r \IL`N w ST ITY PROCTOR GEOSYNTHETIG PLACEMENT VERSA-LOK ° 1St ° MTEV 5 / OUTSIDE CORNER Aelelningt~W¢IIS~sletm~s ,rA STEP4 STEP I, STEPS § L Put xae RETAINING WALL I oaWm"~wmwx• DETAILS SHEET 4 m t 2 OF Z (BARTON - RETAINING WALLS) KAS 14.108 ( mom= General Notes a General and be within 1 inch (25mm) of level. Simultaneous waterfill and sand Pools) and address, pool or spa model designation, a coded serial The swimming pools and spas consist of one-piece fiberglass backfill operations then commence. The sand Is compacted with a number and the evaluation report number (ESR-2014). construction shop-formed over a mold. The material is fiberglass temper and water. The installer must ensure that the backfill level and The units also bear the label of the quality control agency, Columbia o reinforced plastic (FRP), a minimum of 114 inch (0A mm) thick, water level are approximately the same throughout this procedure, Research & Testing Corporation (AA-527). d `u composed of isophlalic resin, vinyl ester resin, and fiberglass. The After completion of the backfll and plumbing, the decking is placed, surface finish is.a neo pentyt glycol gel coat. Viking Pools produces Decks are prepared as indicated in Figures 1 though 4: Findings; That the fiberglass one piece swimming pools and spas are Q various styles of swimming pools and spas. When Installed in 1. Cantilevered concrete decks are constructed as noted in Figure 1 in compliance with the above listed codes as noted in ESR-2014 subject accordance to Viking Pools installation procedures, the pools and spas in all cases. to the following conditions, comply with applicable requirements of the . following codes: 2. Cantilevered decks are constructed with brick or stone as noted 1. The construction and pool/spa installation comply with this report 200912012 International Building Code® (IBC) Figure 2In all cases. and the manufacturers instructions, 200912012 International Residential Code (IRC) 3. Raised bond beams are constructed as noted in Figure 3 in all 2, Electrical and plumbing installation comply with the respective E 1997 Uniform Building Code (UBC) cases, codes in effect at the construction site. Z BOCAO National Building Code12003 (BNBC) 4, Aboveground installations are constructed as noted in Figure 4 in 3.That all pools are installed in accordance with manufacturer's 2009/2012 International Plumbing CodeO (IPC) all cases. recommendations. v 20061APM0 Unifomi Plumbing Code(IAPMO UPC) Barriers are required where pools are on premises of UBC Group R, 4. The pools and spas produced by Viking Pools Northeast, Inc, p 2011 ANSIIAPSP-5 Residential Inground Swimming Pools Division 3, Occupancies or IBC Group R Occupancies. The barriers must 176 Viking Drive Industrial Park, Jane Lew, West Virginia; Viking 0 N 2003 ANSI/NSPI.5 Residential Inground Swimming Pools comply with Appendix Chapter 4, Division 1, of the UBC or Section Pools Central, Inc.10600 West Interstate 20 East, Midland, Texas; 1999 ANSI/NSPI.3 Spa 3109.4 of the IBC and Viking Pools, Inc.; 121 Crawford Road, Willlams,Califomia; 2006 ANSIIAPSP-7 Viking Pools Southeast,40119 Country Road 64E, 2ephyrhills, FL o p W 2007 ANSIIASME-A112.19.3 Expansive soils: are manufactured under a qualitycontrol program wdh inspections C) 2008 National Electric Code (NEC) For installation of pools or spas in expansive soils, the following by Columbia Research &Testing Corporation (AA-527). E 98-76 Building Administrative Code additional Installation details must be followed subject to code official's 2006 Uniform Swimming Pool, Spa, and Hot tub Code (IAPMO) approval 0 The overall pool dimensions, depths and capacities are shown In p P+ Table 1 and Table 4. The units comply with ANSIINSPI.5, specified in 1. All surfaces adjacent to the pool or spas must be excavated to a t I: ° Section AG103,1 of the IRC, and IAPMO IGC-2000", specified. in the minimum depth of 12 inches (305 mm) beneath the pool bottom 1 E UPC. and minimum 6 inches (152 mm) behind the pool walls. PRO Models described in Table 2, Table 3, and Table 4 can be placed up 2, Any soft or loose soils exposed by step 1 must be removed until to 19.112 inches (49,5mm) above ground, These pools and spas may be exposed material is solid. If the soil is still soft and loose, the upper r , Ce(N X ® r W placed with or without concrete or wood decking. Unless elevated 6 inches (152 mm) of all horizontal excavation surfaces must be v W CO N portions of the units are protected from sunlight by soil berms, decking, scarified and compacted with mechanical equipment. The (r $51~ N N co R etc., these portions must be coated with a UV-Inhibiting opaque paint compacted surfaces and the excavated wall surfaces must be r n rn C43 A ~ that is compatible with the laminate. maintained In a moist condition until the first lift of backfill or fill is co All plumbing must comply with the IPC or UPC, Electrical work must placed against the surface. The term compaction implies any „ ~ U W . ro comply with the code in effect at the construction site. The pool and,spa method necessary to consolidate the native and fill materials to , 6' p o g must remain full ofwater at all times, A permanent sign, bearing the keep the pool or structure from settling, °o m M co 10 following statement, must be attached to the pumping equipment: 3. The excavated bottom area of the pool or spa must be backflled l~ _J` s o' v ~ V o N X" m amo Notice-The pool or spa is designed to remain full of water at all times, with granular import material to approximately 6 inches (152 mm) 0 M a I a The pool shell may be damaged If the water level is allowed to drop below the bottom of the pool or spa welled and compacted. ® co u_ LL m AA 0- E a below the skimmer. When appreciable draw-down is noticed or if it 4. The remaining 6 inches (152 mm) must be backfilled beneath the r m i'06/3M :3 0 becomes necessary to drain the pool or spa, contact Viking Pools or its pool or spa and outside the pool walls with compacted clean sand, FRATtOh D n 4 L9 C) dealers for Instructions. The pool or spa must be filled With water as backflling progresses 08(21I20I4 re co co A a) co co r-- r.Z A permanent label must be installed adjacent to the above sign to a level equivalent to that of the backfll The backfill must be o a co ^ M ce Indicating the Viking Pools Beaters name, address and telephone placed in compacted layers of approximately 6 inches (152 MM) Reviewed by: ® a M M r°r oo~7 number, while a uniform height of backfll is maintained around the pool or t1 } ~r P. spa. Columbia Research & Testing Z C hi c Installation Procedure: 5. Positive surface drainage away from the perimeter of the pool and o c c o Viking pools and spas maybe installed without a soil investi ation by surrounding deck Is required and critical to installations in hi hl 10140 Starr Road, P,O. Box 933 L o e = 0 9 9 Y Windsor, CA 95492 ®Q c: E M° a a a registered design professionai(RDP), subject to the building official's expansive soils. Surface areadreins and surface drainage swales MM 0 X Q U- A Phone l Fax 707.495.0420 w approval, provided none of the following conditions are encountered at or subdmins must be placed as needed to prevent ponding or U I. the site: saturation of the soli around the perimeter and vicinity of the pool to IAS and ICCIES Approved Testing Laboratory _J vi 1. The existence of uncontrollable groundwater within the depth of prevent excessive shrink-swell or volume changes in the soil, Seal: Q .J N Co the pool or spa excavation. i j E 2, The existence of an uncompacted fill in contact with any portion of BOCAO National Building Code/2003 (BNBC): N . t Gc] W G 2 y Q I4 the pool or spa. Viking pools and spas may be used as public swimming pools or VIKING POOLS N 3. The existence of any soil types with an angle of repose that will not private. swimming pools, in connection with Group R-3 Occupancies only. -Wj > a support the walls of theexcavation at desired slopes, In addition to other requirements in this report, swimming pools used 4. Danger to adjacent structures posed by the proposed pool or spa under the BNBC must satisfy the following items: TH B STANDARD of FIBERGLAS 5 N U location. 1. Location: Swimming pool and spa walls shall maintain distances 5. The existence of any cracks or openings in soil that would not from property lines required in Section 421.4 of the BNBC, Table of Contents confine sand bedding. 2, Construction: Requirements in Section 421,6 of the BNBC; Page 1 General.Notes If any of the conditions above is encountered, excavation mustcease concerning slopes, cleaning devices, walkways, steps and ladders, expansive Soils > immediately, The specified conditions at the site must then be must be observed. Page;;2; Tablas,l4 m 3. Water Supply: The water supply and drainage must comply with Page 3 Figures 1-4 reviewed and recommendations made by the RDP. The building official Section 421.6 of the BNBC, page 4` PootModeis Page must approve the RDP's report before work is completed. 4, Barriers: Barriers for private swimming pools must comply with Page 5 Pool Models Continued The pool or spa excava8on profile must coincide with the contours of requirements In Section 421.10 of the BNBC, e Hytlri 2one`Mddels Z the pool. The over excavation Is minimum 6 inches (152mm) on the 5. Diving Boards: Diving board distances and water depths must Page 61 Spa Models (L sides and ends. The over excavation at the pool bottom is minimum 4 comply with Section 421,11 of the BNBC. page 7 Altemetits Rebircolelfon Systems > inches (102mm). The backfll for the pool or spa bottom is a layer of o. 3-inch-thick (76mm) bedding sand matching the pool or spa profile. Identification: J of This sand layer is compacted using a manual tamper and water. The Viking pools and spas are Identified by the following information ~I 7 a Length, width and depth may vary up to 3% • all E pool or spa Is then set into place using a crane, excavator or manually Imprinted on the top step of the pool or spa: manufacturer's name (liking dimensions are to outside edge of coping, measured Z from parallel lines. LL PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. { C TABLE 1- POOLS a a TABLE 3-SPAS F AC 16' x 39' , 6' 16700 500 4 Type 0 r ' ARU 11' x 22' , 5 ° ' 5200 175 Type 0 > MFF 8'-9 x 14 -3' 4', 4' 1700 93 5 Type 0 Mystic M 10' x 10' 3'-4" 550 64 6 11 Baja SFF - 11.10" x 25' 3'-8", 5'-6" 9000 ' 229 5 Type 0 Mystle.SpJllover MSW 10's(<11' 3'-4" 550 64 6 W Barcelona BAR 116'x 38' 3-6" x T 18500 518 5 Type 0 Placd SOS 8'-4" x 8'-4" 3' 475 45 6 B'e(rnuda AL 12'k 26' 3 6',' 5'; r' 7000 226 . _ 5 Typ`e,,0 Placid5'Illover 60SSW- s,-4,, z 9.4" 3' 475 45 6 0 Z Cambridge LN 16'x 36' 3'-6", 7' 18000 451 5 Type 0 Placid Splash BOSSP 8'-4" x 9-4' 1' 6" 270 45 6 Cancun: ' CC 16' x 35' 3 6 , 6'-6" .14000 ! 397 4 T~pe;Q, Rega RG 8°x 10 3'-4 ° 600 52 ; S Caribbean MR 16,x4P' T-6"-6'-6" 17000 468 4Type0 Regal Spillover RGSW 9'x19 600 52 6 52 6 N 4[r el FF 13 8" x 30 31-611, 6'; 12000 345 5 Type:0 Regal splash RGSP 9' x 10 1.7" 470 Chesapeake CP 12' x 31' 3.7", 5' 10500 292 5 Type 0 Royal RY " <10 3 4' 600 63 3.4" 600 63 o , Royal Spillover RYSW - 1(Y' x 1(y Glaf~mont U-; 14' x 33' 3 -7" ; 5'-4" " 11700 416 5 Type O 330 Royal Splash RYSP , -0 1'-6" 63 6 Clearwater SP 10 11" x 20' 3'-,S", 5' 3600 165 5 Type 0 Opronado r' BH81 a 15 34' 3-6%6-6 13000 ' 410 5 Type 0 5fa"~+ LRS 7 xT 420 31 ' 6 Shastn ,hover LRSSW 7x8' 420 31 6 FJi~ay B FJI " 1115x 1P34 x 25 - 3'-6", 4 6" 6'~ l s.; 5 1 1 Type ` Su uur Csi 8 x1 2 5 - ~7-- 700 73 6 a - Superior Spillover CSSW 9`x1z•531 700 73 6 ' c Freeport P 73 4T~rl H G`ulf,Coast' GC 15'10'x39-7% 35";T•11" 19600', T+peO Tahoe or,Slash" OSP 7=6"x7.6' 3'6 4S RR~R Gulf Shore G5 15'-7" x 34'-8" 3'-7", 5'-10° 15000 3 ypa 0 0 6 ~ W -71 Tahoe $ illc ~r. Ld66y1, 7 6 ,x 8 6 6' 450 3 U Wind Breeze 11 BN 16x4(Y 3 6 8'~ 2600, .585 TypqI, Tahoe Splash LOSSP 76'x8'6" 1 ~ 220 U) co ~ m Jamaica LD 9'-10'x19'•9' T-2", 5' 3750 138 JTyp e O Sa ] 150N 60 m BFF 12 x 25'-T' 3 7 , C' 90A 23UPC ,r Semicircle TSCF 8'•4" x 16' 10" 400 92 6 rn M co x 020 Laguna LG 14' x 30' 3'-6", G 10000 310 _ 5 Type 0 V m U q~ Lo G-iC ;uxe 1GX 14'x 36 4 6' ; j 300 -II 4 Type 4r" U) W °o N ro LakeShuc CD 16x33' Y-7", 5'-5" 15l-.Aj 412 4Type 0 co 14'alibu - JCRIIn 12.X26 3x4`-7" - .,OJ g STypeO. N x k a M -0 -0 00 " x 16 3 4', 4 23 rXJ 1~~. 5Type 0 TABLE 4- POOLS D E is o S' ILL Maui f_ 9'3 m - L mM 01 v m Mediterranean BF 15-8"x38' X-7" , 5'-1Y' x>n Sr, 4Tpe0 ►r r ro m n ~Z. o ' Mco 0 Monaco AT 16 x40 3' 8 8 O,l 4 Type I r Co N~ r- 0 Maptego Mi 14 x 35 3;-7", 5' 4"' 1i 0 4 Type;O o v , m HZC WGC 8.6'x18' 5'•6" 4050 127 5 0 t o o rn Oahu MLL 8' S' x 15 J; 4 4 2(d) 1U, 5 Type 0 1 7 T 5 ...r Q} v oM, a HZDXI WGDXL'; 8 6' tF. 5 3000 " Ocearj Breeze OB 16"x40' 3'76", ;`G 1 7 a Ty O; . i 0 Z q- hi 3600 127 5 o v HZE WGE 8 6 x 18' 5 Oceania B c a H, 113,42 3,7 1 2!1 515 5Type0 „ t o o 446 HZF ° WGF 8 6x18',. Q C: E a 0 a a Pat>ama l BC,? x (35' m 4~-611, 4'-6"- 0 Varies, ra s 4 TypQ10 HZH WGH 8!-6"x 9S' 1350 60 5 m -O 0 Panama 11 BL 112'x C')5'- 45'l 4' C, Varies Varies 4Type0 0 ' 6 J ~ ~ U N A P,o3eidon pS : 16 x 4. 5 , 17500' 538 41t ype O = 0 3 y = cW4 Rio BPD 15-8"x38' 3'-7", 8' 20000 512 4Type1 r J e s Q Rockpot" RP 14'x30 3 7 -11" 12800 314 ypeQ' TABLE 2- POOLS w r- Q Santa Barbara RS 14'x30' 3'-6", 6'-6" GD ^6 1ype0 co (0 i N 5aijtaCruuz SL 739- 4',4 ~J 2F7 lype0 Sea Breeze K 14-8"x33'-9` 3'-5",8'-2" GJ 278 »Type0 om "F!'' rt - - MFF ST _ StIUiia CM 12 3x23'•11 13'-6", 5' 6000 211 5Type O MILL St Thomas L 14' x 31-6" 3'-7", 7' 13700 396 4 Type 0 MTK cM XL C Lt) TrinJdad TNU 16 x44' . 3 6';T 19300 562 4 Type 0 1 Q XL Triton TN 14 x 30 3.7, 5'-11" 13500 338 4 Type 0 SIN Trppiwna MP 15',6'x 14-6" 4;, 4 2500 115 5 Type 6' ~W 891' page Valencia ST 14'•4" x 27'-7" 3'-7", 5'-10" 10000 288 4 Type 0 0 1?4ice z TEEN. 1 16',40' 2' 3 10' 8-6 X6000 V 553 5 Type f ~iIOH J Of 7 m~4AA,~aC08/2112014 21 z o G3ST",FuiTi(itJ OI~T LL PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. I t r - - Length, width and depth may vary upto3%-all ' b FIG, 1 dimensions are to outside edge of coping, measured - from parallel lines. V TYPICAL CANTILEVER CONCRETE DECK F 6"X6' - W1.4 X W1.4 3' MIN, WIRE MESH OR r REBAR NO. 3. ON Z O.C. v 9„ EACH WAY, P SLOPED 114"51' U) L 12., - - 110" 0 _II I'• I I.111.I I 10" I I FOR CLAY (ADOBE) N II` 3" THICK COMPACTED SOILONLY. FIG,2 n SAND (TYPICAL) 4"MIN, THICK COMPACTED CONCRETE DECK GRAVEL FOR CLAY BRICK OR NATURAL WITH BRICK OR STONE 0 ( I; (ADOBE) SOIL ONLY. STONE DECK 6"X6" • W1.4 X W1A WIRE MESH OR E7+ SAND T MIN. REBAR NO. 3, ON T O.C. G FIBERGLASS EACH WAY., 0 6" POOL SHELL SLO ED 1!4"=1' a e 6„ V N 12„ II- 10 W. -I i 1=1 11=1 I~~ ~ v p II I' I I_I I IJ I CD co 1• FOR CLAY 111 (v rn m Cv m j• (ADOBE) V m 10" . I SOIL ONLY, CP w r' 00 I- 3' THICK COMPACTED U (n m n U SAND (TYPICAL) W III: 4" MIN. THICK COMPACTED W ' .gym ro 4 _I GRAVEL FOR CLAY. 0(1) M X m (ADOBE) SOIL ONLY, ® O -0 m ti ro li 00 LL LL I SAND FIG,3 16" L FIBERGLASS L.. °o M *a TYPICAL BOND BEAM I I POOL SHELL Z co c M co o CONSTRUCTION 0 0 a M ® `1 Q it v~ v~, a BRICK, FILLED BLOCK, 3'MIN, > a e W OR POURED CONCRETE 8" Z o o BACKFILLED DIRT 0 0 0 E a 0. J- J 0 X. LL 6"X6"•W1.4XW1.4 MAXIMUM WIRE MESH OR 3 C7 N REBARNO.3,ON2'O.C. (fJ J P, CU Co 24° a . EACH WAY. FIG 4 > 0) 0 : L 4- LLl C:2N a TYPICAL ABOVE GROUND INSTALLATION __:_~x=x- ~r U 12„ ° <I~IL10" S _IP 111-III-I MAXIMUM Gitig ,fyGI66~B III 3"THICK COMPACTED 19112" OPTIONAL SAND (TYPICAL) / MOUND DIRT WOOD DECK u III- 4" MIN. THICK COMPACTED APPROX.6"oL # Page - GRAVEL FOR CLAY y (ADOBE) SOIL ONLY, I=) I-I 11-11 1=1 I(-I IF 17 _ SAND z FIBERGLASS I=I a POOL SHELL 6„ III- t,o,, t~~P 08121/2014 of 7 E 6" txr`iRaT;+~i C M E' 1 z U. PLANS ONLY VALID WITH RED. SIGNATURE. REPRODUCTION NOT ALLOWED. v a 44' 40 39,,7: 38 40' ro n ° I P1140 t 3$" 3 3 5 3 7^ N 3~' ^ 3.6 GULF COAST - GC RIO BPD OCEAN BREEZE - OB POSEIDON - PS €G N TRINIDAD - TND 19,600 gal, approx. 22,000 gal, approx. 18,900 gal. approx. 23,000 gal. approx. 19,300 gal. approx. 8/ 1! Ol ' rv 40' 38' 3 39 3'-8" FXPiR Tat#h 4.4°: E: c 3 r ro ~0 0 N a F~ G - - - ,2., 0 ISLAND BREEZE II- N MEDITERRANEAN - BP CANCUN - CC SEA BREEZE - K ACAPULCO - AC v H 20,000 gal. approx. 17,000 gal, approx. 15.000 gal, approx. 16,000 gal. approx. 15,700 gal. approx. U O co N 34'.8° AVAILABLE TO 39' N h CO 35 29'.8" IN LENGTH cl~ 4 or 1? ro Q ° 40' h U CO v . q W M ~E in e m {~.L ~m,Nro a , M «a 0„~. CP ~X X L L 00 m° I a® 4 ® N rn,~ N s m c 4 L ~ 5 (0 co n r✓? eo m 3.7.. U7 37 v Z ro4rnM O - LAGUNA DELUXE - LGX v h O n^ GULF SHORES GS MONTEGO-:MT PANAMA-BL C p 0 0 15,000 gal, aPprox, 12,000 gal, approx. 9,000 gal. approx. 14,000 gal, approx o a m yon_ ° CARIBBEAN - MR 0toN^Ov Vi `1 a r ro 22,000 gal, approx. CL v v 'vcm ao ~ZcSn c . q 0 0 39' 31'6" AVAILABLET045' ® E soy = E 30' 3D' IN LENGTH ` q: 0 to D d J E o CL m 0 LL c ® f6 J r" V y p i}_. a~cEL d > m~,ro ~ n Y c U ~N P. T-7' n 3,-7, 3'4" v U SANTA a,apP x. SL F ST. THOMAS - L TRITON - TN RO 8oD POgal. R proRP PANAMA II • BL 9 13,700 gal, approx. 13,500 gal. approx. 14,000 gal, approx. 4a 34' 33' 2T•7^ 30' m Page ~ a iD Z W o T. J 36° Pr~K3'6° FIJI FJI 3,'7Valencia-ST Monaco-AT Of 7 E ESHORE-CD SANTABARBARA-RS z 12,000 gal, approx. 14,000 gal, approx. 9,000 gal. approx. 12,500 gal. approx. 21,000 Gal, Approx. m PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. a, 4 h a 31' 25'-1" 25'•7" 26, 24'-10° 25.5° 24'-5" P 0 3 N iV N N .4 a u! 15 > _ 3' 8" _ I- FREEPORT-FP BERMUDA-AL RAJA-SFF DELRAY-B B CHESAPEAKE - CP 7,000 gal. approx. KEY WEST - BFF 7,500 gal. approx. 8,100 gal, approx. 10,500 gal. approx. 6,000 gal. approx. 9,000 gal. approx, -30- 23' 1 J° 1d,,3. 19'4„ 8/,1/2 1 0 14'-6' n o E c CY,~TeRAr;0N C3I2i E> s~ m 0 7 V lV ~ ® m m O W a o u4 r a 15'-10" E m a e 1 I L1_~l O t PZ5 85 O % OAHU - MLL TLRJOPI-CAN-AJ MP BAHAMAS - MIFF CARMEL FF JAMAICA - LD a ST. LUCIA CM 6,000 gal, approx. 2,200 gal, approx. 2,500 gab approx:' 2,100 gal, approx. 12,000 gal, approx. 3,750 gal, approx, cwm -a0 38 ® V 33' v O ro 2r zz' (n N 2 2 0 16' + r rn uroi x h r) CC) b ~n _ VJ ~..i O m N M W a LL00 M a Y N 3,5•LL ~ CLEARWATER - SP BARBADOS - BBD MAUI - MTK Aruba ARU Barcelona - BAR - V L 0- o m 6 Lo 0 4,000 gal, approx. 4,000 gal, approx. 2,300 gal. approx. 5,200 Gal, Approz, 19,500 gal. approx. 11,700 Gal. Approx. 3 ro (0 0) 0 W h h R' to: LO V 30' 36' ® LL m M M ro a B' i8' 18' ® Z m o 0 o q: E~ a m m C® a., m o L a ° UL A ❑ 2J Ui N n 4 T E ; JMro LAGUNA - LG 3' 6" 1 - = > 14,800 at approx. 3'-5" (0 W c a 9 n POOL-HZC POOL-HZE POOL-HZF f0 > 0) W CAMBRIDGE LN MALIBU - CRUD a o 4,050 gal, approx. 3,600 gal, approx. 3,400 gal. approx. V N 18,000 gal, approx, 4,400 Gal. Approx. > w .N V AE E9 L .y o v. 42' 40'-2" 34' o o 90' E~ ma+c 18, 9, r`m^ 7 ~j 9N2 16, io 15' ;=W• ® Page 22 ~cm J90~ L ILM O 7 ~ C•~ z 1 > E{ a 3 T 3,T 6 6" N 00 t rLm G POOL-HZDXS POOL-HZH • E Of T Oceania - BHGI Venice TGEN Coronado BHBI 2,800 gal. approx. 1,950 gal, approx, d 19,300 Gal, Approx. 20,000 gal, approx. 13,000 Gal, Approx. w n LL PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. 4 p 10' T 6° 12'•5" 7 n N W W f` 7 Q Y W m m F_ 1_1.uJ 0 MYSTIC - M z PLACID•BOS REGAL-RG TAHOE-LOS SUPERIOR-CS SHASTA-LRS a m 475 Gal. Approx. ROYAL - RY 450 Gal. Approx. 450 Gal. Approx. 700 Gal. Approx. 420 Gal. Approx. 550 Gal. Approx. 550 Gal. Approx. >E 4 P 10, a $ 7'-8' 10' 10' om r o p m i0 P+ v 0 v W W W W 01 Q voH m ~ m~~ H v m v 2'-6" m 3 3' 3' a PO = c E `1~ m m~ m~ ~ ~~aJ! PLACID SPILLWAY- BOSSW ROYAL SPILLWAY- RSW REGAL SPILLWAY- RGSW TAHOE SPILLWAY- LOSSW SUPERIOR SPILLWAY- CSSW SHASTA SPILLWAY LRSSW MYSIC SPILLWAY- MSW r W U 475 Gal, Approx. 550 Gal. Approx. 450 Gal. Approx. 450 Gal. Approx. 700 Gal. Approx. 420 Gal. Approx. 550 Gal. Approx. O co M cl~ a~a" C U ~ ~ M co 10 10' ro `2 v x 7~,5„ O W N ,1 0 o M~ ~ Y ro W o 0 ro X. LL m m W U- 00 LL. G nmrnM L ~ C) ° a 0)Z " M 3 2' 3' 2 O 10' 1'6° C 0A co CL} m p 10 PLACID SPLASH- BOSSP ROYAL SPLASH- RSP REGAL SPLASH- RGSP TAHOE SPLASH- LOSSP SUPERIOR SPLASH- CSSP z u ai c 250 Gal. Approx. 250 Gal, Approx. 200 Gal. Approx. 200 Gal. Approx. 350 Gal. Approx. ® Q a °0 0 c: Ef a n as L1. CO Ot XQti o ® F" U vi w ~ 3~o y= A E ~cE` 0- N e,-0.t5 PR s'ao„ Oaf tv~ X22 j10 y EM12 Page mao E a 10"i m ; SEMICIRCLE TANNING LEDGE -TSC7 HERMOSA -VFTL REGON 0: 1 1 300 Gal, Approx. 185 Gal, Approx. z p w v~o d $u), I ~'T~`~08121/2014 6 ;rof7 E co z PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. M 0 h - a N c d DEBRIS REMOVAL SYSTEM SWIMMING POOLWITHOUT RECIRCULATION MAIN DRAINS , SUCTION OUTLETS IN SERIES 4-4 W N VENT COVER DRAIN (OPTIONAL) DEBRIS ' BE GUTTER DRAG I HI CONTAINMENT LOW !~1 `~555~VVV~ Q CANISTER - Z J\V WATERLINE llllll'vV TOPUMP LV ANTI-VORTEX 2ND DRAIN LOOR DRAIN 2100RlARGER _ - ty'OVENT LIN (SUCTION OUTLET) (SUCTION OUTLET) CIRCULATION LINE a\ W . 2 FILTER ATMOSPHERIC VENT PIPE LENGTH - pol MINIMUM= 16'h1A%Ih1UM=30' 18' MIN FILTER o. / ~-O0R EQUAL TO 24MAX v CIRCULATION LINE r (.y _ PUM i.a ^ PAW OUT TO OPTIONAL WATER FEATURE(S) V C) DO - G) cr) GENERALNOTES STAR ARDNOTES:. LEGEND V 1 N M O n T h 0) 17 1. THE DEBRIS REMOVAL SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ORNN MANUFACTURER'S RECOMMENDATIONS. 1,L DoUSE2'NOTUSe 4oSCNEDULE4BPIP oEGREEELBmvsoN G1N:11atm')E. rn In c . 2. CONTRACTOR TO INSTALL VACUUM RELIEF BACKUP SYSTEM IN ACCORDANCE WITH SECTION 4242.6.8 fBGBUILDING ldiEIX(VALVESMAY BE NEEOEO IFEGUPNEW IS L 2007 AND SECTION R4101.6.6 FBGRESIDENTIAL 2007, INCLUDING 2009 SUPPLEMENT AND 2010 FBCAUILDING. MORE TRV11s'ABDVEWATER UtX. FIBER OPTIC LIGHT b T-JOINT U rn 00 - ~ 1`. O O.ALL PIPING TO BE SCHEDULE 40 PVC BEARING NSF APPROVAL UNLESS OTHERWISE NOTED, 4. KEEP VALVES YAR9NS OFTIIEPUMP RSIORFILTER v~ - to "T 4. THE FLOOR DRAIN MEETS THE REQUIREMENTS OF ANSVASME A712A9.8.2007 AND DRAIN COVERS MEET THE SKIMMER 3"MAJNORAIN W O.O N O r~ REQUIREMENTS OF ANSVASMEA112.19,&2007 FOR ANTI-HAIR AND BODY ENTRAPMENT AND ANSUAPSP-7 2008 STANDARD. O M 40 c) to S. THIS DRAWING WILL SUPPLEMENT CONTRACTOR'S SPECIFICATION DRAWING ON FILE FORMETHODSAND >RETURN 0-WAY VALVE 0 M - MATERIALS OFCONSTRUCTION. REFER TO CONTRACTOR'S ENGINEERED AND SEALED SPECIFICATION DRAWING ON V M t6 K JJ PLUMBING 0..~ M U- (v TO FILE WITH THEBUILDING OEPARTMENT. U- N 6. ATTACH PLACARD WHICH STATES THAT VENT 15 A 5WIMMING POOL SAFETY DEVICE AND SHOULD NOT BE TAMPERED WITH. ® n C CO d' LL U' 0~ - 7. THE MAXIMUM VACUUM NTH ONE SUMP PLUGGED AND TO RELEASEA BODY ENTRAPMENT ON THE OTHER SUMP WILL NOT EXCEED 4,5 INCHES L Lf. C O c, -m GO OF MERCURY INOSECONDS 0 C) ,2 (0.. , co r I~ 8. MAXIMUM SUCTION PIPE VELOCTTYSIX (6) FPS OR 59 GPM 00 V W. O 9, ANAPPROVED VACUUM RELEASE SYSTEM SUCH ASTHEVAGALERTSVRSSYSTEM ISANALTERNATIVE T0THEOTHER SYSTEMS SHOWN. C DO N 00 0 00 0 v ® 0 0 v CNI 7 (a. v P, SUGGESTED DETAJL ® z C. O 0 J-- 0 a ®Q VENT COVER MAYBE GUTTER C E a D: CL DRAIN SUCH AS HAYWARD 1 1 Q G' -I $ MODEL SP-1019 I~f~ X Q (,j, lCOYcR L9151 C0ANLY 557tH a-• H ANSPA6AIEA11219&biJ ® rt[ L~ F- v Q SUCTION OUTLET 4 - -90'ELBOWS E o^A (MAUl oaaw) n° 35E~ 27 2'MIN Co C a AXIMU!A DISTANCE - \V CC . V C A1K m~5 ( 20 ~ ~ ~ ~ T ~`D \ TO VENT TEE (Q C m SUCTIOYOUTLET CONNECTION= 1' FINISHEOGRAOE U N P4 Y,w PAIN DRAIN) v~ Ev ALL SUCTION 1Yi0VENTLIN\\/ c v PWING Y0 42 ALLVENi 2'0 xro o o PIPING 1h'•P ♦ R 8515 PE opo LL Jao .0 NOTES: Page r ALTERNATIVE SUCTION OUTLETS SYSTEM MAY INCLUDE I ON THE BOTTOM AND ONE ON OPRO.NALATMOSPHEMCVExT THE VERTICAL WALL OR ONE EACH ON - 0 vEAT roATMOSPKERE SOVENT TWO (2) SEPARATE VERTICAL WALLS /~/~~y`Lyy Z YNJ. t,'OT BE BLOCKED OY CE&US. GON W INSECT INFESTATION OR _ 0. IAICR0SIOLCGICALC0NTA%%MTION CL DUAL SUCTION OUTLETS IN PARALLEL WITH OPTIONAL ATMOSPHERIC VENT SYSTEM RT,z ~`pt.~~~~v - - TO BE INSTALLED IN ACCORD WITHSECT 424:2.&S 2007 FLORIDA BUILDING CODE: BUILDING t= 0821/2014 of m AND SEGT R4101,6,62007 FLORIDA BUILDING CODE: RESIDENTIAL, INCLUDING 2009 SUPPLEMENT, - - - - E 2010 FLORIDA BUILDING CODE: BUILDING AND 2010 FLORIDA BUILDING COD E: RESIDENTIAL yylkjjm-ioN w, E- 0/20161 AND ANS IIAPSP-7 STANDARD, UL PLANS ONLY VALID WITH RED SIGNATURE. REPRODUCTION NOT ALLOWED. C I T Y ZONING PERMIT APPLICATION, Pkiin ng Division or 51 Winburn Way, Ashland OR 97520 FILE ,ASHLAND 541A88-5305 Fax 541-488-6006 RgM 7I0N OF I to Pursuing LEEDO Certification? El YES C_J NO Street Address r Assessor's Map No. 391 E Tax Lot(s) . Zoning Camp Plan Designation APPLICANT y Name f{"" ~ one E-Mail Address ~t ? r r City Zip -I PROPERTY OWNER -03 A) Name ! Phone `l E-Mail 4 ,4 , lee Z r . c ,M, Address City ZIP SURVEYOR. ENGINEER, ARCHITE& LANDSCAPE ARCHITECT. OTHER R Title Name Phone E-Mail Address City Zip Title --Name Phone E-Mail Address City Zip I hereby certify that the statements and information contained to this application, Including the enclosed drawings and the required rind ys of fact, are In all respects, true and correct. I understand that all property pins must be shown on the drawings and visible upon the site inspection. In the event the pins are not shown or their locatton found to be Incorrect, the owner assumes lull responsibility, t further understand that If this request is subsequently contested, the burden will be on me to establish, 1) that/ produced sufficient factual evidence at the hearing to support this request; 21 that the findings of fact fumished Justifies the granting of the request; 3) That the findings of fact furnished by me are adequate, and further d) that all structures or improvements ere property located on the ground. Failure in this regard will result most likely in not only the request being set aside, but also possibly in my structures being built in reliance thereon being required to be removed 5 'expeasa. IfI have doubts, l am advised to seek competent professional advfco and assistance. m App icant's Sid ure Date As owner of the pr-,-fv involved in this request, i have read and understood the cornplste application and its consequences to me as a property owner. Prope,~v C.Ivoiit-r's Signature (required) Gate d uflc~iscr 019 Date Received Zoning Permit Ty' - - _ Filing Fee ,l OVER 0 ~;kcmmdsvtplannin¢fFomai ~ $iant4nul5ing i'cemit Agpiieationdae Job Address: 212 VISTA ST Contractor: ASHLAND OR 97520 Address: C A Owner's Name: DANA BARTON 0 Phone: Customer 07614 N State Lie No: P DANA BARTON T City Lie No: L Applicant: 212 VISTA ST R Address: ASHLAND OR 97520 A C C Sub-Contractor: A Phone: (415) 215-7503 ~ Address: N Applied: 02/01/2016 C T Issued: Expires: 07/30/2016 P Phone: State Lie No: Maplot: 391 E09BC7600 City Lie No: DESCRIPTION: Physical and Environmental constraints r VALUATION Occupancy Type Construction Units Rate Amt Actual Amt Constuction Description Total for Valuation: MECHANICAL ELECTRICAL STRUCTURAL f PERMIT FEE DETAIL Fee Description Amount Fee Description Amount Physical Constraints Permit 1,012.00 CONDITIONS OF APPROVAL COMMUNITY DEVELOPMENT Tel: 541-488-5305 20 East Main St. Fax: 541-488-5311 Ashland, OR 97520 TTY: 800-735-2900 www.ashland.or.us CITY Request Line: 541-552-2080 ® F