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HomeMy WebLinkAboutBLD08-112562501 PGS*A REV 0912712011 12:55 PM SWOO CIT PORT TOWNSEND Jefferson County WA Auditor's Ofv - Donna Eldridge, Auditor mill IFT'INAT. LIMZC I of IIA10 IVU-1111111 City of Port Townsend Development Services Department 250 Monroe Street, Suite 3 Port Townsend, WA 98368 RESCISSION OF NOTICE TO TITLE Grantors: City of Port Townsend, a municipal corporation Grantee: Andrew and Catherine Siegel, husband and wife Reference: Notice to Title, recorded under AFN 549871, Records of Jefferson County THIS RESCISSION OF NOTICE TO TITLE is made and entered into this Z`l1%i day of Sep4-- , 6e,- , 2011, by the City of Port Townsend, hereinafter referred to as "the City," and Andrew and Catherine Siegel, hereinafter referred to as "Owners", the legal and equitable owners of the real property described herein. A. RECITALS 1. Legal Description: This Rescission of Notice to Title shall remove a previously recorded Notice, recorded under AFN 549871, Records of Jefferson County, on the real property ("the property") legally described as follows: Lot 2, 111arkview Short Plat. No, 1 as per plat recorded in Volume 5 of Short Plats, pages 47 and 48, records of Jefferson. County, Washington Parcel #: 964-201-912 2. Improvements "l1e subject property was previously pet•l-pitted to be developed with a single- family dwelling and an attached Accessory Dwelling Unit (ADU) under building permit 1 LD08- 1, l2. Its 2010, a Notice to Title was recorded as a condition of building permit approval for the ADU (Jefferson County Auditor's File No. 549871).. Per the terms of the recorded Notice, current and future yawners were advised that the property owner must reside on the subject. property, in either the principal residence or the ADU, in order to rent or lease the other unit. Rescinding of Notice to Title Page 1 2. Conversion of Structure to a Duplex. The current Owners have applied for the permit necessary permit to convert the structure into a duplex, which included providing each unit with a separate water connection (MIP 11-041). That work was completed, inspected and approved by city staff. City staff also reviewed the duplex conversion for compliance with the building and zoning codes in effect. The building was constructed with the appropriate one -hour fire separation between the two units and parking standards for a duplex would be met on -site. NOW, THEREFORE, as the benefits derived by the Notice to Title are no longer needed, the City authorizes and the Owner agrees to, the rescission and removal of the Notice to Title recorded under Auditor's File Number 549871, records of Jefferson County, and the same shall be of no further effect. The filing of this document with the Jefferson County Auditor, including any, fees for such, shall be the responsibility of the owner. The original version of this document shall be returned to the City with a copy provided by the City to the owner. Dated this day of IT i-_i -nn_ , 2011. I^ At r Siegel Owner Ca lI4rielegel, O ner Rescinding of Notice to Title Page 2 I ick Seple •, DSD Dire for � City of l o, Townsend STATE OF WASHINGTON) ) ss COUNTY OF JEFFERSON ) On this day personally appeared before me, Rick Sepler, to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, for the uses and purposes therein mentioned. Given under my hand and official seal this '2--b", day of .2011. NOTARY P1, f,1C in anftf�orll State of Washington residing at R,-+ —rov-h-, V"6' My commission expires: 12- —L S--13 .�� A. _ an o�1YP 7 A Approved as to form: ' John Watts, City Attorney Rescinding of Notice to Title Page 3 CERTIFICATE OF ACKNOWLEDGMENT OF EXECUTION OF AN INSTRUMENT Sofia, Bulgaria Embassy of the United States of America I, Rifat Awan, Consular Associate of the United States of America at the Embassy of the United States of America at Sofia, Bulgaria, duly commissioned and qualified, do hereby certify that on this IP day of September 2011, before me personally appeared Andrew Siegel and Catherine Siegel, known to be the individuals who executed the annexed instrument and who duly acknowledged to me that they executed the same freely and voluntarily for the uses and purposes therein mentioned. s c ' In winless whereof" l have licteuriao set any hand and �official seal the day and year last above written.. ell « . Ri rat Awail Consular Associate of the United States of"America Receipt Number: 11 _0515 9 . ....... .. Receipt Date. 0�912712011 Cashier: MWAY Payer/Payee Name: Andrew Siegel [111111 ­­­ ­ "I'll, . . .. . ........... . .................. . . . . . ............ . ..... IOriginal: Fee Amount Fee pe r m it Parcel Fee Description Amount, Paid Balance Staff time fee for CAM $25.00 $25.00 $0.00 Legal Document Preparation Not Tied $65.00 $65.00 $0.00 Total: $90.00 . . ......... Previous Payment History, ...... ........... . . ........................ . . .. .. . . . . ...... .. . . ........ ............... . Receipt # Receipt, Date ...... . . . ..... ..... ........ Fee Description Amount Paid . ... ..... Permit, # . ... .. ........ Payment Check Paymenti Method Number ..... . . ........ ArnoUnt CHECK 5624 $90.00 Total- $90.00 M1zF*1MMM= -Jefferson count.V, WA Jefferson County Auditor '1820 Jeffersorl st. Port Townsend, WA 98368 Recelpt,° 11­04163 Pr'loduct Narne RED'" R&,,ccati�iijoPj Docwjjiet # Pages Total 'Tender (Che(,�Ik� Check # 5 (32 3 PaidBy ANDREW SIEGEL. Tender(Cash) PaidBy- CITY OF PORT FOWNSEND UIEMM 9/27/11 12:55 PM bonnie Page 1 of 1 Extended $65.00 562501 4 $65.00 $64. 00 $1M Page 1 of 4 John McDonagh From: John McDonagh Sent: Wednesday, February 16, 2011 10:17 AM To: 'Siegel' Cc: 'Teresa' Subject: RE: Eddy Court I checked on the last question I had with our building official & it's a non -issue. You'll just have to deal with items 3 & 4 in my previous e-mail (below). Thank both of you for your patience with this & good luck with the rest of your decisions. Regards, John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: John McDonagh Sent: Tuesday, February 15, 2011 1:17 PM To: 'Siegel' Cc: Teresa' Subject: RE: Eddy Court Hi Andy, Of course, I'm glad it's working out and it is (part of) what we do. I must say that in hindsight (this is for Teresa's info more than yours), the next time we have a confusing situation like this we'll need to require a Pre -Application be submitted to sort out the issues. This was a bit of an unusual case and quite of bit of extra staff time (not just mine) has gone into this to get everybody to this point. Pre -Applications are only $150 and I've spent at least that much time off my time in figuring this out. While we do our best to help facilitate every project, I've been spending time on this that's kept me from getting to other projects that have paid $$$ for the work on their projects. Please don't construe this as a complaint against either of you, but it's also not fair to the other "customers" we serve when we delay working on theirs to meet a real estate closing deadline. Now that I'm through griping, I've put the following items together so the file is properly documented: I've resolved my questions concerning the adequacy of the addresses for this (425-A Eddy Court & 425-B Eddy Court). Again, if we had this to do over the addressing we assigned to the lots as they were created would be spread out further. Since they're on the face of the short plat, we'll have to live with it and follow a similar pattern if other lots are developed with a duplex or an SFR and ADU. So, no action is required 2/16/2011 Page 2 of 4 concerning the addressing of the duplex. 2. The building permit file for this project (BLD08-112) demonstrates that the structure was built with one hour fire separation between the units. Without it, this couldn't be a duplex so that issue is taken care of. In addition, the building permit file demonstrates that additional bracing per a structural engineer's recommendations has been installed for the wooden bridge (i.e. the driveway) to ensure it can withstand the various forces that would be imposed from vehicles driving onto it and parking there. So that issue is taken care of as well. 3. You'll need to correct the utility hook-up situation (but you already knew that). There may be more than one way to solve this issue but they're both going to cost about the same (I think). You should contact our engineering staff when you're ready to do that. It'll need to be done before the following item is addressed, which is: 4. The rescinding of the Notice to Title concerning the ADU will need to get done. When you've applied to correct the utility hook up, I'll then work to draft the document necessary to do that. We'll bill for this work at $65 per hour and I estimate it'll take me 1 to 1.5 hours. That document will then need to be recorded at the County Auditor's at your cost (which will be in the range of $65 to $70). 5. I have one final item that I need to check with the building official on but I can't do that until tomorrow, as he is out. I will follow this e-mail up with you both tomorrow between 10 a.m. and 11 a.m. our time. Thanks John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Siegel [mailto:siegelathome@gmail.com] Sent: Monday, February 14, 2011 9:56 PM To: John McDonagh Cc: Teresa' Subject: RE: Eddy Court Hi John, thanks very much for working with us on this. Do I have your commitment that as soon as the utility question is addressed to provide a separate water supply and meter for the other side of the house, that the notice to title will be removed? As you can tell, I have to rely on your promise in this connection - we're about to plunk down a bunch of money for a house whose only use to us is to be a duplex... Thanks much Andy From: Teresa [mailto:teresago@olypen.com] Sent: Tuesday, February 15, 2011 2:30 AM 2/16/2011 Page 3 of 4 To: 'John McDonagh' Cc: 'Siegel' Subject: RE; Eddy Court Here is the reply from John M. I called the roofer but had to leave a message. You could stay the same and know you will need to do it sometime. You can ask the seller to do it and not increase the price. You could ask the seller to do it and maybe increase the price a bit. I am not sure what to suggest. The seller has said he fixed all the items. so we didn't have to ask for that. I am sorry to use the wrong address I deleted the old one from my contacts but it still pops up in the automatic window and if I am in a hurry it gets checked instead of the new one. T Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things........ the things you look at. .......... change From: John McDonagh [mailto:jmcdonagh@cityofpt.us] Sent: Monday, February 14, 2011 3:26 PM To: Teresa'; 'Siegel' Subject: RE: Eddy Court That's correct. Thanks for finding the property corner.... John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Teresa [mailto:teresago@olypen.com] Sent: Monday, February 14, 2011 1:37 PM To: 'Siegel' Cc: John McDonagh Subject: Eddy Court 2/16/2011 Page 4 of 4 Hi, Well John and I met at the site this morning. We measured and yes indeed it has the required length for off street parking. So it would qualify for a duplex but he would not remove the covenant from the title until the utilities are in place. Please correct me if I am wrong John M. T Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things....... the things you look at. .......... change 2/16/2011 Page 1 of 4 John McDonagh From: Teresa [teresago@olypen.com] Sent: Tuesday, February 15, 2011 3:05 PM To: John McDonagh Subject: RE: Eddy Court sorry about that I would have thought of that except Andrew emailed and then we just went with what happened. I thought it was exceptional help so thank you. 101 Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things....... the things you look at. .......... change From: John McDonagh [mailto:jmcdonagh@cityofpt.us] Sent: Tuesday, February 15, 2011 1:17 PM To: 'Siegel' Cc: Teresa' Subject: RE: Eddy Court Hi Andy, Of course, I'm glad it's working out and it is (part of) what we do. I must say that in hindsight (this is for Teresa's info more than yours), the next time we have a confusing situation like this we'll need to require a Pre -Application be submitted to sort out the issues. This was a bit of an unusual case and quite of bit of extra staff time (not just mine) has gone into this to get everybody to this point. Pre -Applications are only $150 and I've spent at least that much time off my time in figuring this out. While we do our best to help facilitate every project, I've been spending time on this that's kept me from getting to other projects that have paid $$$ for the work on their projects. Please don't construe this as a complaint against either of you, but it's also not fair to the other "customers" we serve when we delay working on theirs to meet a real estate closing deadline. Now that I'm through griping, I've put the following items together so the file is properly documented: I've resolved my questions concerning the adequacy of the addresses for this (425-A Eddy Court & 425-B Eddy Court). Again, if we had this to do over the addressing we assigned to the lots as they were created would be spread out further. Since they're on the face of the short plat, we'll have to live with it and follow a similar pattern if other 2/16/2011 Page 2 of 4 lots are developed with a duplex or an SFR and ADU. So, no action is required concerning the addressing of the duplex. 2. The building permit file for this project (BLD08-112) demonstrates that the structure was built with one hour fire separation between the units. Without it, this couldn't be a duplex so that issue is taken care of. In addition, the building permit file demonstrates that additional bracing per a structural engineer's recommendations has been installed for the wooden bridge (i.e. the driveway) to ensure it can withstand the various forces that would be imposed from vehicles driving onto it and parking there. So that issue is taken care of as well. 3. You'll need to correct the utility hook-up situation (but you already knew that). There may be more than one way to solve this issue but they're both going to cost about the same (I think). You should contact our engineering staff when you're ready to do that. It'll need to be done before the following item is addressed, which is: 4. The rescinding of the Notice to Title concerning the ADU will need to get done. When you've applied to correct the utility hook up, I'll then work to draft the document necessary to do that. We'll bill for this work at $65 per hour and I estimate it'll take me 1 to 1.5 hours. That document will then need to be recorded at the County Auditor's at your cost (which will be in the range of $65 to $70). I have one final item that I need to check with the building official on but I can't do that until tomorrow, as he is out. I will follow this e-mail up with you both tomorrow between 10 a.m. and 11 a.m. our time. Thanks John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Siegel [mailto:siegelathome@gmaii.com] Sent: Monday, February 14, 2011 9:56 PM To: John McDonagh Cc: Teresa' Subject: RE: Eddy Court Hi John, thanks very much for working with us on this. Do I have your commitment that as soon as the utility question is addressed to provide a separate water supply and meter for the other side of the house, that the notice to title will be removed? As you can tell, I have to rely on your promise in this connection - we're about to plunk down a bunch of money for a house whose only use to us is to be a duplex... Thanks much Andy From: Teresa [mailto:teresago@olypen.com] 2/16/2011 Page 3 of 4 Sent: Tuesday, February 15, 2011 2:30 AM To: 'John McDonagh' Cc: 'Siegel' Subject: RE: Eddy Court Here is the reply from John M. I called the roofer but had to leave a message. You could stay the same and know you will need to do it sometime. You can ask the seller to do it and not increase the price. You could ask the seller to do it and maybe increase the price a bit. I am not sure what to suggest. The seller has said he fixed all the items. so we didn't have to ask for that. I am sorry to use the wrong address I deleted the old one from my contacts but it still pops up in the automatic window and if I am in a hurry it gets checked instead of the new one. T Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things....... the things you look at. .......... change From: John McDonagh [mailto:jmcdonagh@cityofpt.us] Sent: Monday, February 14, 2011 3:26 PM To: Teresa'; 'Siegel' Subject: RE: Eddy Court That's correct. Thanks for finding the property corner.... John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Teresa [mailto:teresago@olypen.com] Sent: Monday, February 14, 2011 1:37 PM To: 'Siegel' Cc: John McDonagh 2/16/2011 Page 4 of 4 Subject: Eddy Court Hi, Well John and I met at the site this morning. We measured and yes indeed it has the required length for off street parking. So it would qualify for a duplex but he would not remove the covenant from the title until the utilities are in place. Please correct me if I am wrong John M. T Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things....... the things you look at. .......... change 2/16/2011 r -Icy � C of Page 1 of 6 John McDonagh From: John McDonagh Sent: Wednesday, February 09, 2011 9:49 AM To: 'Teresa'; 'Siegel' Cc: sailor@olypen.com Subject: RE: Eddy Court The consequences of renting out both the primary residence and its associated ADU can lead to code enforcement, potential for fines and/or liens, etc. I realize that practice of renting out both the house and ADU has occurred in town (and certainly still does) but when we are made aware of it we're obligated to enforce the code as currently written. It's the chief reason why we require people who build a house with an ADU to sign and record the Notice to Title, so they are aware of the potential consequences. The way to try and make this a duplex is (in addition to securing an additional utility connection which your client says he's aware of) is to verify that it has two full on -site parking spaces for each unit. I may be wrong about where I think the property line is as I couldn't find any property stakes. You might want to contact the surveyor who worked on the project (Michael Anderson) to see if he could help locate or reestablish the front property corners. If the parking spaces can be confirmed to be 19 feet, that issue goes away. John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Teresa [mailto:teresago@olypen.com] Sent: Monday, February 07, 2011 2:11 PM To: John McDonagh; 'Siegel' Cc: sailor@olypen.com Subject: RE: Eddy Court So what happens when someone doesn't live there as a resident And this is just rented as a duplex. I know a lot of places in town that have been lived in and then circumstances change and they rent out the resident side and leave town. Then it is a duplex. What are the consequences??? Next question: What I am hearing is there is no way to make this a duplex right?? Teresa Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax 2/9/2011 Page 2 of 6 When you change the way you look at things....... the things you look at. .......... change From: John McDonagh [mailto:jmcdonagh@cityofpt.us] Sent: Monday, February 07, 2011 1:26 PM To: Teresa'; 'Siegel' Cc: sailor@olypen.com Subject: RE: Eddy Court Hi Teresa, Andy, et al, Here's what can be varied through a Minor Variance (similar to what you & David recently obtained for your outbuilding): "Variance, minor"means a variance which would permit one of the following: A. Up to five percent below the minimum lot size and/or lot width for infill development; B. Up to five percent below the minimum lot area for planned unit developments (PTMC t .,2.0); C. Up to a 20 percent reduction of one setback in the residential zoning districts (PTMC "17.16_9C Q).. So unfortunately the size of parking spaces isn't one of the things we can adjust via a Minor Variance. To do so for this property would require going through a Major Variance, which involves public notice, a hearing in front of our Hearing Examiner, and approval by him for the standard being varied. Our department makes a recommendation on the Variance request but the Examiner makes the decision. The fee for that process is around $1,600. I've talked this through with my co-workers and the DSD Director. Each of us felt that while this is a minor deficiency, we wouldn't likely be supportive of a Major Variance request for this. The original project proponents always intended for these lots to be built with single family residences (per their original submittals) and there's really no "hardship" (which is a chief approval criteria for a Major Variance). While I realize this is not the fault of anyone involved now, it is nonetheless the result of past actions of the original developer. Ignoring those actions now for someone else does not alleviate the problem and, at the very least, sets a bad precedent. I went out today & measured myself the distances involved. Attached are some photos. The on -site portion of the driveway is a little over 18' 2". As near as I could determine, the property line begins at the top of the sloped concrete driveway and not the bottom (see the 3rd photo showing the water meter boxes in the foreground, which typically are set in the right-of-way and at the property line); however, I could not find actual property line markers. The closest thing to a property marker I could find is in the 4th photo (see the rebar stake, which is on the west side of the driveway). This stake lined up with the water meter boxes (which are on the east side of the driveway). If the sloped portion of the driveway(s) is actually on the private property, this might be a different story. Any additional info you can provide about the property line may be helpful and may result in a different answer. Even though this is a recent subdivision, I'm sure the actual survey pins were damaged and/or removed during construction. 2/9/2011 Page 3 of 6 Regards, John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Teresa [mailto:teresago@olypen.com] Sent: Monday, February 07, 2011 9:32 AM To: John McDonagh; 'Siegel' Cc: sailor@olypen.com Subject: RE: Eddy Court John, Is there not a possibility of getting a variance. I do understand your concerns about someone thwarting the system, however that person no longer benefits from this home it was foreclosed on. It is my belief that if we are only one foot short depending on how one measures we could apply for the 10% variance factor, true or not. Thank you for you attention to a solution for this property. Teresa Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things....... the things you look at. .......... change From: John McDonagh [mailto:jmcdonagh@cityofpt.us] Sent: Friday, February 04, 2011 3:40 PM To: 'Siegel' Cc: Teresa Goldsmith'; sailor@olypen.com Subject: RE: Eddy Court Andy, I'm sorry your time frame for this is so short. And of course, we have no control over that. Unfortunately we're not going to be able to investigate your realtor's results and if determine if they'd meet the on -site parking requirements for a duplex until the middle or end of next week. I did a quick drive by today on my lunch break and the parking situation there is quite unique with the 2/9/2011 Page 4 of 6 bridge, dual sloped driveway, etc. If your realtor's measurements are correct (as I understand them) and there's only 18 feet of parking space in the driveway, then it doesn't meet the minimum required standard of 19 feet. As I believe I stated previously, the developer of this dwelling purposely worked to thwart zoning rules and standards in building this house and ADU. I'm going to need to pull the as-builts drawings for the land division on this project to try and determine just where the property line is (and the right-of-way begins). That won't be until Monday afternoon or Tuesday as I am working on other matters that were submitted before your request this last Monday. I will be back in touch as soon as I have a determination on the adequacy of parking for a duplex. John McDonagh, Senior Planner Development Services Dept. City of Port Townsend Pt. Townsend, WA 98368 360-344-3070 office 360-344-4619 fax From: Siegel [mailto:siegelathome@gmail.com] Sent: Friday, February 04, 2011 2:25 PM To: 'Siegel'; John McDonagh Cc: Teresa Goldsmith'; sailor@olypen.com Subject: RE: Eddy Court Hi again John, so our time is kind of running out to make a decision on the deal — any conclusion on this? Thanks Andy From: Siegel [mailto:siegelathome@gmail.com] Sent: Thursday, February 03, 2011 9:43 PM To: 'John McDonagh' Cc: Teresa Goldsmith'; 'sailor@olypen.com' Subject: RE: Eddy Court Hi John — more on the parking situation — our realtor went out and measured the exterior parking I mentioned below — see her results below. Does this satisfy the requirement? If so, is there anything else we would need to do to remove that notice to title and have the property be a legal duplex? Thanks Andy --------- Original Message -------- From: Sheila Christensen <sailor@olypen. com> To: teresago <teresago@olypen. com> Subject: 19 feet for Eddy Court 2nd park space Date: Thu, 3 Feb 2011 10:28: 31 -0800 The wood part of the driveway is 18 feet, then it turns into concrete and 2/9/2011 Page 5 of 6 slopes down to connect with the sidewalk for approx another 3 feet. Total distance from the garage door and the sidewalk is about 21 feet, but you might want the city to look at it since the last 3 feet are not level. From: Siegel [mailto:siegelathome@gmail.com] Sent: Wednesday, February 02, 2011 8:49 PM To: 'John McDonagh' Subject: FW: Eddy Court Hi John — you know, now that I look at these pictures again, I don't think we should have a parking problem. As you'll see, each side has a one -car garage, but there's also room to park a second car in the driveway in front of the garage doors. (I'm operating a distinct disadvantage here as I have not seen the house in person! We're overseas and I'm having to rely upon my realtor, inspector, etc...., Crazy, but true) Thanks Andy From: Teresa [mailto:teresago@olypen.com] Sent: Wednesday, December 29, 2010 12:18 AM To: 'Andrew Siegel' Subject: Eddy Court I will send some pictures and a couple of videos in various emails. The agent for the house said that the right side is rented so I only saw the left side. It is new and appears to be of good quality. The rent being charged on the right side is $1000.00 a month. It is a new neighborhood and there are several vacant lots so there will be more homes in the area. Any questions just ask. T Teresa Goldsmith Broker Manager John L. Scott Real Estate Port Townsend, WA 98368 800-869-7834 360-385-4115 Office 360-301-0099 Cell Phone 360-385-4196 Fax When you change the way you look at things......... the things you look at. .......... change 2/9/2011 Page 6 of 6 No virus found in this message. Checked by AVG - www.aVg ppjn Version: 10.0.1191 / Virus Database: 1435/3344 - Release Date: 12/28/10 2/9/2011 T6_ (ems s v� �tr �hhI- City of Port Townsend Development Services Department City Hall 250 Madison Street, Suite 3, Port Townsend WA 98368 (360) 379-5095 FAX (360) 385-7675 TO: File CC: CL Flint FROM: Rick Sepler, Director DATE: November 16, 2009 RE: BLD08-112 Issue: During routine building inspections on the above referenced property, staff identified the following issues: 1) The elevation change between the adjoining street and the garage was not shown on the approved building plans. (Bridge not constructed per engineered plans). Due to difference in elevation, a driver must accelerate up a ramp and cross over the bridge to enter the garage. This action may cause racking and it is unclear whether the bridge has been designed appropriately. Furthermore, it is unclear whether the bridge was designed to allow vehicles to be parked on the bridge. 2) Although the building permit identifies the building as a single-family home with an ADU, there is some question as to whether the units are intended to be sold separately (i.e., a duplex). There are two front entrances to the building while the city's ADU provisions allow a single front entrance. Background: Prior Director's Interpretation This interpretation states: "Except Ordinance 2928 will apply for any there is a substantially complete bt the recording of the plat." (in other BLD 08-112 (issued on May 15, 2( no additional parking space is requ application. Plans show two off-st The issued permit shows two front u from time message _... best call back Ur FL_ cmtt City of :fort Townsend A Development Services Department a City Hall 250 Madison Street, Suite 3, Port Townsend WA 98368 LL (360) 379-5095 FAX (360) 385-7675 TO: File CC: CL Flint FROM: Rick Sepler, Director DATE: November 16, 2009 RE: BLD08-112 Issue: During routine building inspections on the above referenced property, staff identified the following issues: 1) The elevation change between the adjoining street and the garage was not shown on the approved building plans. (Bridge not constructed per engineered plans). Due to difference in elevation, a driver must accelerate up a ramp and cross over the bridge to enter the garage. This action may cause racking and it is unclear whether the bridge has been designed appropriately. Furthermore, it is unclear whether the bridge was designed to allow vehicles to be parked on the bridge. 2) Although the building permit identifies the building as a single-family home with an ADU, there is some question as to whether the units are intended to be sold separately (i.e., a duplex). There are two front entrances to the building while the city's ADU provisions allow a single front entrance. Background: Prior Director's Interpretation (December 12, 2006, and revised January 11, 2007): This interpretation states: "Except, ADU parking rules in effect prior to adoption of Ordinance 2928 will apply for any lot for single family plus ADU development where there is a substantially complete building permit application on file within 18 months of the recording of the plat." (in other words, July 12, 2008) BLD 08-112 (issued on May 15, 2008) was deemed complete prior to July 12, 2008, thus, no additional parking space is required for an ADU unit completed as part of this application. Plans show two off-street parking spaces consistent with this interpretation. The issued permit shows two front entrances. Resolution: 1) Applicant will need to submit a report by a Washington State licensed structural c C engineer confirming that the ramp and bridge design meet standard engineering " requirements given the anticipated load and racking. Also, the report needs to /f/ clarify whether or not there are limitations to parking on the bridge. Any deficiencies identified will need to be corrected prior to final inspection, ~ �` 2) If the applicant proposes to sell the units separately, he/she must disclose this information before the city issues a final inspection on BLD08-112. Prior to final inspection, the applicant must demonstrate that FOUR on -site parking spaces have been provided, applicable System Development Fees (SDCs) have been Siµ paid, fire wall separatio has been constructs per the IBC'. A second address will M', �`" - need to be assigned. f 2 B 9/ x / " 3) If the applicant intends to follow through with the originally proposed single- family home and ADU, prior to final inspection, a Notice to Title must be recorded to notify future property owners of the limitations in Section 17.16.020 of the Port Townsend Municipal Code. A second address must be assigned. — q2113 f er SF, " L'eby TA . cbr- g ( 2 s®l U 7- ('�Spe 7/ m ul -7-& o Ao as (�ok LY 4- cd ....................... . . ....... ... . j-- co- dres - ;� Puelex c a4q,-e— ut C14 Iti WN IL CD C4 ti cc i/18011''? c tx 0 co CL o .2 co CL 0 CL tnz cz 0 CD F. Cl) ILL U) Lu Ca o z LU U CO rn cn C,4 .0 N. co m > cr) U) ITO, CL 0 A, ca U) w m CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # 102 DATE RECEIVED SCOPE OF WORK: � a ��.... _. ...._ . ............. . _. ...... � ...._....�.����..��...w _ �..... ...M DATE ACTION INITIALS ENTERED .............m ���...........a .. .........�� .._���_.. ERED INTO CHET ........ CHECKED FOR COMPLET .........SS ..... ENE Plan Review _... _. _.........._.. # Bedroom(s) _ # Baatli(s) Heat Typemmmmmm . ..... _ ..... ....... _........_... . __ _ _n. :_. .. �aa............. L �� _......__...... ... ...M _... -.....__.. /!g riff Yo Setbacks OK? r/ _Lot Size: _ (, .... Building Size: ~ � ' .... _M ....... ._ ......_ . Lot Coverage: FAR OK? _ .. ...� ..._ _ mm.. _.. _.. W ..W__ ....... .�..mm........ _ Height OK? Parking OK? ..... Critical Area? Demo. _ ....-....._ Historic Rev? Notice to Title? Lots of..Recorrd—................� �... �............ .- _----- _...................� � ......_��.. ��. _...... _..... ��.........��� .����_ ... ? BUILDING PERMIT IT xrw City of Port Townsend .. Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-112 Permit Type Residential - Single Family - New Project Name New Single Family Residence with Site Address 425 EDDY CT Parcel # ADU 964201912 Project Description New Single Family Residence (replaces BLD07-166) Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Williams Valorie (360) 531-0747 Owner Williams Valorie (360) 531-0747 Contractor Owner Builder Q - STATE exempt 12/31 /2008 * * * SEE ATTACHED CONDITIONS * * * Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the own !r of the property or aulhorized agent of the owner. PrintName (� Date Issued: 05/15/2008 ( Issued By: SWASSMER UILDIN : Ei��'i I " VO r City of Port Townsend Development Services Department M 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-112 Permit Type Residential - Single Family - New Project Name New -Single Family Residence with Site Address 425 EDDY CT Parcel # ADU 964201912 Project Description New Single Family Residence (replaces BLD07-166) Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Minimum setbacks 20 foot from Eddy Ct., 5 foot side yards and 10 foot rear yard. 20. Temp. erosion control measures must be installed and maintained prior to approval of any building inspections. 30. Common walls to be one -hour construction per IRC 317.1. Details must be submitted for approval prior to inspection. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 05/15/2008 Issued By: SWASSMER BUILDERS CAPITAL M O R T G A G E February 3, 2010 TO: Rick Sepler, Director Development Services Dept. Port Townsend, WA Response to your letter dated November 16, 2009, we have taken the following steps in compliance with your requests: 1. A study of the ramp -bridge has been completed by a Washington State licensed structural engineer, Hayden Watson, and is being sent to you directly. All modifications recommend by the engineer will be completed prior to final inspections by the city inspector. 2. Since building permit BLD08-112 was issued for a single family home and ADU structure, and the city approved the current plans as submitted and has inspected and signed off on the various stages of construction, we agree to the current use and have prepared a NOTICE of TITLE, which will be recorded after signing. We request that the water meter be installed and made ready for our plumbing contractor to complete the hook-up and testing of the water system. We will notify the building inspection department when all work is complete for final inspection and issuance of an Occupancy Permit. Thank you for your assistance and attention to this project. J ect Manager www.builders•capital.com 1109 First Avenue, Suite 200 . Seattle, Washington 98101 P 206.267,2650 F 206.261.1301 Watson Structural Engineering Phone 360544-8574 1062 NW Redwing Dr. Fax 360-544-8619 Oak Harbor, WA 98277 email haydenwse@msn.com Watson Structural Engineering Wednesday, February 03, 2010 City of Port Townsend Development Services Department City Hall Attn. Rick Sepler 250 Madison Street, Suite 3 Port Townsend, WA 98368 Dear sir: Subject: BLD08-112, Residence at 425 Eddy Ct., Port Townsend, WA 98368 On Friday, January 29, 2010, Watson Structural Engineering investigated the driveway bridge at the residence at 425 Eddy Ct., Port Townsend, WA for conformance to the requirements of the 2006 IBC for residential vehicular loads. This investigation is to address several structural issues noted in Project Memo from Rick Sepler, Director dated November 16, 2009. The site visit was performed to make a non-destructive evaluation of the existing structural condition. A general review of the bridge structure yielded the following observations. The general condition and workmanship of construction appears to be above average of that seen in exterior residential construction. All lumber members were observeved to be structural select graded pressure treaded hem -fir. All observed fastenings and hardware were hot dip galvanized. The components appeared property interconnected with strapping, post base and caps, blocking and lagged comers. (See exhibits 1-6) The investigation dealt with two primary concerns relating to the bridge / driveway 1. Lateral loads / Racking. a. Loads in direction of travel (LDT). LDT are due primarily to vehicular braking and acceleration and to a lesser extent to code prescribed seismic loads. The structure is framed between a cast -in -place concrete retaining abutment wall (exhibit 3) at the roadway and the main level floor at the residence. (exhibit 7) The bridge framing is supported vertically by a line of posts and beams at the residence. The LDT are resisted by direct contact and bolting & blocking to the main level diaphragm. By inspection, the residence structure has more than sufficient lateral capacity for all • Page 2 February 4, 2010 vehicular and other lateral loads induced to the diaphragm in this direction. b. Loads perpendicular to travel (LPT). LPT are due primarily to code prescribed seismic loads. The structure is anchored for LPT at both ends. By inspection, the retaining abutment wall has sufficient lateral capacity. The post and beam line at the mid -point of the bridge currently has no lateral bracing, but due to the geometry of the side decks, this load is currently being transferred to the front elevation. (exhibit 4, 5 & 6) The lower level of the front elevation may likely have capacity for the 14 foot bridge tributary lateral loads that are currently being resisted. To verify this would require a full lateral evaluation of this section of the residence. It is recommended that the majority of this load be resisted at the center post and beam line by the installation of a bay of lumber cross bracing. (See exhibit 8 for details of construction.) 2. Gravity loads a. Passenger / light truck loads. Analysis has shown that the existing framing has greater capacity than required for support of passenger / light truck loads. (See attached calculations.) The controlling member, which is the girder adjacent to the residence, has a capacity in excess of 85 pounds per square foot. This is more than twice the required capacity for passenger vehicles. b. Truck load ratings / restrictions. All structural elements have been analyzed for capacity to support heavy truck induced point loads. This analysis shows that the controlling member is the typical floor joist. The maximum recommended truck load for this bridge should be an H10 rated truck load. This is a 20,000 pound (10 ton) truck with 16,000 pound rear axle load. Please let me know if I can be of any further assistance. Sincerely, rI. Watson, P.E., S.E. / Principal i Structural Engineering Page 3 Exhibit 1 Exhibit 2 Exhibit 3 February 4, 2010 • Page 4 February 4, 2010 Exhibit 4 Exhibit 5 Exhibit 6 0 Page 5 REMOVE EXISTING BOLT & REPLACE W! i4 0 x 0'-6" { " HOT -DIP GALV. BOLT ADD6X6 PT H.F, #1 SPACER W/'/z"e HOT -DIP GALV. BOLT 4.) T-0" REMOVE EXISTING BOLT & REPLACE W/ wo x 0'-0" HOT -DIP GALV. BOLT Exhibit 8 February 4, 2010 Exhibit 7 ADD 2x8 PT H.F.#1 BRACE EA SIDE AS SHOWN • Page 6 February 4, 2010 Uniformly Loaded Flour Beam? 20M International Building Code (05 NOS) i Ver. 7.01.14 By: Hayden H. Wa lsor PE. SE, W l son Structural Engineering on: 02-04-2010 : 06:53:58 AM ProoecL JI0003 GRAVITY- Locatim Grid 3 &der - limit 85 pif Surnmww- IN x 11.5 IN x 14.0 FT ! Select S ruckwal - Hem -Fir - Dry Use Seofion Adequate BY 0-21% Controlling Factor. Section Modulus I Depth Required 11A8 In De ice: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.42 IN = L GQ7 Total Load: TLD= 0.51 IN = 1-1330 Reackons (Each End'): Live Load-, LL4Fur= 2820 LB Dead Load: DL4bm= 674 LB Total Load: TL4bm= 34M LB Bearing LeiVM Required (Beam only, support capacity not checked: BL= 1.88 IN Beam Data: Span: L= 14.0 FT Unbraced Trip of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L f 300 Total Loud DeflecL Cnberix Lf 240 Floor Loading: Floor Live Load -Side One: LL1= 00 PSF Floor Dead Loa"ide One: DLt= 0.0 PSF Tributary WidbSideOne: 7W1= 0.0 FT Floor Uwe Loa"ide Two: LL2= 85.11 PSF Flora Dead Load -Side Two: OL2= iS.Q PSF Tributary Width -.Side Two: TW2= 4.75 FT Live Load Duration Factor. Cd= t.00 Wall Load: WALL= 0 PLF Beare Loading: Beam Total Live Load: NL= 404 PLF Beam Self Weight: SSW= 11 PLF Beam Total Dead Lead: wD= 82 PLF Total Ma dmum Load: wT= 406 PLF Properties For: Select Structural- Hem -Fr Bending ass: Fb= 13M PSI gear Stress: Fjr— 140 PSI Modulus of Elasticit- E= 130OD00 PSI Adiusdled Modulus of FJasbcity: E-Min= 4700'00 PSI Stress Perpendicular to Grain: Fe perp= 405 PSI F (rens : FV= 1300 PSI � ushnent Fes: 00 Cd=1.00 CF=1. Fyn^; Fv"= 140 PSI Adjustment Factom. Cd=1.00 Deygn ire Controlling Moment w 11900 FT4.B 7.0 ft horn lest support Critical moment created by combining am dead and me bads. Controlling Show. V= 2992 LB At a distance d from support. Critical shear created by combkii ngi al dead and Ive bads. Comparism s'WW�dh Requiredn Seotiran Modulus ( ent): Sreq= 1093.85 IN3 S= 110-21 IN3 Area (Strearj Area= 32.00 IN2 A= 57.50 IN2 Moment of Inertia (Deflection): Ireq= 575.10 IN4 I= 633.70 IN4 User Added Notes: CONTROLING MEMBER FOR UNIFORM LOADING Capacity of girder at face of bilding is in excess of 85 punds per square foot • Page 7 February 4, 2010 I.Irr' Floor Beam[ 20D0 Inkswidionall Buildintt Code (05 NDS)1 Ver: 7.01.14 EN HaydenH. WatsonPE, SE. Watson Structural Engineering : 02434-2010 : 00:5140 AM IMM GRAVITY» IocaCicn: Grid 2 girder- limirrt200 pill 5.0 IN x 11.5 IN x 7.0 Fr / Select Structural - Herr -Fir - Dry Use Sect on Adequate By- 0.2% Controlling Factor Section MDdulus ! Depth Requinad 11.49 In Deflections: Dead Load: DLD= 0.01 Live Load: LLD= 0.12 Total Load: TLD= 0.13 Reactions (Each Earl Live Load': LL4;bn= 6300 Dead Load: DL-Pjm= 510 Total Load: TL-Fbn= 6810 Bearing Lenplh Requied (Beam only, support capacity not checked),: BL= 3.30 Beam Data: Span: L= 7.0 Unbrwed -Top of . Lu= 0.0 Live Load DeVed. Criteria: U 380 Total Load Deflect Critarix U 240 Floor Loading: Floor Live Load -Side One: LL1= 21a0 Floor Dead '- -S'ide One: DL1= 15.0 Tributary Wid i One: TW1= 4.25 Floor Live Load -Side Two: LL2= 200.0 Floor Dead toad -Side Two: DL2= 15-0 Tributary Widb wide Two: TW2= 4.75 Lime Load Duration Factor_ Cd= 1.011 Wall Load: WALL= 0 Beare Laadina: Beam Total live Load: yam= IBM Beam Self Wejght: BSW= 11 Beam Total Dead Load: wD= 140 Total Maxirmun Load: w7 1940 PYoperties For: Select Structural- Reran -Fr 0endtnp Stress: Flr 1390 Shear Stress: Fr— 140 Modulus of Elasticity: E= 130D000 Adiusted Modulus of Elasticity: E--taro= 470000 Stress Perpendicular to Fe 405 A4usted Properties FW (rension): FV= 1300 Adjustment Farrdors; Cd=1.00 CF=1.00 Fv':: r=bf= den Adiustment Factors: Cd=1.00 Desiun Reauiremwvk: Contrallina Momert 3.5 ft bun "rapport Critical moment d by combining all dead and live loads. Controlling Shear At a distance d t'rorn support. Critical shear meted by combining a9 dead and We lands. Cornparisons, With Required SectionE ection Modulus (Motnwd): Area (Sirearj Moment of Ineriia (D " ): ilser Added Notes.: Capacity of kberior girder is in excess. of 2011 ptmds per square foot IN IN = U712 IN = LAM LB LB LB IN FT FT PSF PSF FT PSF PSF FIF 4" PSI PSI PSI PSI PSI PSI PSI w 11910 FT -LB V= 5039 LB Sreq= i 10.01 IN3 S= 110.21 IN3 Areq= 53.99 IM2 A= 57.50 IN2 Ireq= 320.52 I N4 I= 633,70 IN4 ty Page 8 February 4, 2010 Floor,boisg 2DDB International Building Code (05 NDS) ) Ver: 7.01.14 By Hayden K Watson PE, SE. Watson Structural Engineering on: 02414-2010 : 05-.57:54 AM Pmjimect J 10003 GRAVITY - t ocaliew bridge joist - limit 250 psf SuanmaPy. 3-5INx11.5INx9-5FT a24O.C.r#2-Ifern-Fir-Dry Use Section By: 5.1 % Controlling Faror. Section Modulus I Depth Required 11.22 In Center Stem Deflections: Dead Load: DL r= 0.01 IN Live Load: LLD -Center- 0.16 IN = U718 Total Load: T r= 0.17 IN = LM 7 Center Sow Left End Reactions (Support A). Live Load: LL Rxn-A= 2375 LB Dead Load: DL- xn-A= 143 LB Total Load_ TL4bn-A= 2518 LB Bearing Lerwffi Rem" (Beam only, support capacity not checked): BL,A= 1.78 IN Center Span Right End moans (Support B): Live Load: LL-lxm-B= 2375 LB Dead Load: OL-Rjvr-B= 143 LB Total Load TL4Rxm43= 2518 LB Bearing L,erVM Required (Beam only, support capacity notchecked)c BL-B= 1.78 IN Joist Data: Center SpanLenWh: L2= 9.5 FT Floor sheathing appfied to top of joish-lop ofjoids fully braced. Live Load Duri6m Factor Cd= 1.011 Live Load Deflect_ Criteria: U 480 Total Load DetlecL Criteria: Lr 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 2500 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 205.0 PSF Total Load Adi for Joist Spacing: WT,2= 530 PLF Properties For: #2- Hrwm+ir Sendina Stress. Fb= 850 PSI Shear Stress: Fr- 150 PSI Modulus of Elasticity E= 1300DOU PSI Adiusted Modulus of Elasticity E-Min= 4700M PSI Stress Perpendicular to Crain: Fc.perp= 405 PSI FI (Tension): Fb`= 978 PSI t Factors: Cd=1.00 CF=1.00 Cr-1.15 Fit:Fr/= 950 PSI Adiurstinent Factors: Cd=1.00 Des-n Requirementw Contrallirto Moment 1& 5970 FT4J3 4.75 Ft from WO support of sw 2 (Cervter ) Critical moment d by combining al dead loads and live bads an span(s) 2 Controlling Shear. V= 2014 LB At a distance d iron left supoort of span 2 (Center Spun) Critical shearcreated by combining a® dead bads and We bards an span(s) 2 Carnpansms VtViAh Rerluimd eons: Sedan Modulus jMo nent): Sreq= 7140 IN3 S= 77.15 IN3 Area (S ream Meg= 20.14 IN2 A= 40.25 IN2 Moment of Inertia (Deflection): Ireq= 290-74 IN4 1= 443.59 IN4 User Added Notes: Capacity of typical joist is in excess of 250 pu nds per square foot • Page 9 February 4, 2010 Mu Floor Beam( 2000 International Building Code (05 N( ) 1 Ver 7.01.14 Br. HwAten IT Watson PE SE , WatsonStructural, Engineering on: 02-04-2010 : OB:58:26 AM Proiw: J10003 GRAVITY- : typical lomstpoint bad max nxxnent 3.5 IN x 11.51N x 825 FT ! Select Struckwal - Hem -Fir - Dry Use Section lnadlectuwate By. 0.5% Conboling Factor: Section Madrdus 1 Depth Required 11.53 In Center Span Deflections: Dead Load: DL.D-Center= 0.00 Live Load: LLD4rAMt1er- 0.10 Total Load: TL 0.11 Center Span Left End Reactions (Support A): Live Load: LL = 1702 Dead Load: DLL u= 113 Total load 8earinq Lerah Required (Beam only, support capacitor not checkedy BL-Ai= 1-28 Center Span ITipht Fri Roactions (Support B): Live Load: LL4Zvv43= 100ti Dead Load: DL-bm-B= 113 Total Load: TL-P-mn-B= 1811 Reaming Leio Required (Beam only, support capacity not checkedy BL-8= 1.28 Beam Data: Cyr Span Lenoft L2= 8.25 Center Span Lk&aced Lena&Tap of - Lu2-T 0.0 Center Spawn Lk raced Lend of Bearn: Lu2-Bobom-- 825 Live Load Det1. Criteria: L1 360 Total Load Deflect i 11 240 Center Span Loading,: Unit on Flow Live Load: FLL-2= 0.0 Floor Dead Load: FDL-2= 10.0 Floor Trbutary Width Side One: Tdb-1-2= 2.0 Floor Tributary Widkb Side Two: Tdb-2-2= 0.0 Beam SeN Weight: BSW= B Wall Load- wall 2= 0 Total Live wL-2= 0 Total Oead Load: wD-2= 20 Total Load: wT2= 28 Point toad Live Load: PL2= 3400 Dead Load P Location (From left end of span Properties For, Select Structural- -2= 4.12 w Bending S Fb,= 1400 Shear Stress- Fr ISO Modulus of EbsticiW-- E= 10=00 Adiusfed Modulus o(El _ W. E-Mn= WWDO Stress Perpendicular to Fc_ 'carp= 405 A*mtod Properties FW (Tension): FW = 1120 Adjustment Factors. Cd=1.00 CF=1.00 Ci�.80 Fv": FM'= 150 Adjusbnent Factors: Cd=1.00 IF:E'= C-Ain': E-W= Adiusbrent F Cm=1.O0 Ci=i_95 Design Requirements-. Moment CoWrall nqq 41 125 Ftft m left support of span ', K Start Cwitical moment created by coftining al dead loads and live leads on span(s) 2 Controlling Shear At a distance d from let support of span 2 (Center Span1 Critical shear created by combining an dead s and live: bads on span(s) 2 Comparisons With Required ins. Section Modulus (Moment): sretr- FAILED S= Area= A= Ireq= 1= Area (S rear' Moment of Inertia (Deflection): User Added Notes: COHTROLING 0.5%overstress. SAYOKAY Capacity of joist with H t0 truck load boated to giro ntaxurwrn moment w V= IN IN = LJ971 IN = L1032 LB LB LB IN LB LB LB IN FT FT FT PSF PSF FT FT PLIF PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI PSI PSI 152DDOO PSI 551000 Psi 7238 FT4-B 1791 LB 7T-55 IN3 77-15 HO 17.01 iN2 4025 IN2 184A0 IN4 443-59 IN4 • Page 10 February 4, 2010 Mull" -Span Floor Seamf 2000 In u m ! Buildina Code (00 Nile ) Ver 7..01.14 By: HaydenH. Watson PE, SE, Watson Structural Engineering : 02-W2010 : 00:58. 3 AM Wit: J10D03 GRAVITY- Location: typical joist point' ad max shear Summaryr_ 3.5 IN x 11.5 IN x 8.25 FT 1 Select Struchral - Hem -Fir- Dry Use Secfion By: 30.8% ContimIling Factor_ Area / Depth Required 8.70 In Center Span Deflections. Dead Load: D D-M IN Live Load: LLD-C`,enter— D.04 IN = L/2681 Total Loadr TLD r= 0.04 IN = L9304 Center Span Left End Reactwns {Support A): Live Load: LL-bm-A= 2088 LB Dead Load: DL-Rm-A= 113 LB Total Load TL4Rvr-A= 3101 LB Bearing Lerath Requked (Beam only, support capacity not checkedy BL-A= 2-18 IN Center Span Right End Reactions (Support B)-. Live Load: LL-Pm-B= 412 LB Dead Load: DLB= 113 LB Total Load: TL-Rm-fit= 52e LB Bearing Length Requied (Beam only. support capacity not checked]: BL-B= 0.37 IN Beam Data', CenterSpan Len0h: L2= 8.25 FT Center Span Unbraced Lenaltk-Top of Bearn: Lug Tap.= OLD FT Center Len n of Beam: tu2= 8.25 FT Live Load Deft -a, Criteria: Lf 300 Total Load Deflect Criteria. Lf 240 Center Span Loading: Uniform Loaad:. Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 10.0 PSF FloorTrbutaryWidth Side One: Trip-1-2= 211 FT Floor T►&Aary Width Side Two: Tdb-2-2= 0.0 FT Beam Self 'Weight: SSW= B PLF Wall Load: wall-2= 0 PLF Total Live Load: WL-2= 0 PLF Total Dead Lam: wD-2= 20 PLF Total Load: wT-2= 28 PLF Point road Live Load: PL-2= 3400 LB Dead Load: PD 7= D LB Location {From left end of Sporn X-= 1-11 FT Pyoperfies For SeW Structural- Hem-Fir Sendina ass: Fb= 1400 PSI Shhear Stress: PW— 150 PSI Modulus of Elasticity: E= 1000ODD PSI Adiusfed Modulus of Elasticity: E-Mn= 5MOD PSI ;Stress Perperrckovlar to Crain Fcj3erp= 405 PSI A*nbeF Pmperfies (Tension): Fb'L 11211 PSI Adj i Fes: Cd=1.00 CF=1.D0 0=0.80 F`i': FY= 150 PSI Adjushrs:nent FactoCd=1.00 E': E'= 152aD00 PSI E-Min': E 5510011 PSI Adjustment F : Cm=1.00 Qi 13-95 Design Controlling Mom M= 3aB4 FT -LB 1.0?3 Ft*w lent support of wain 2 (Center Span) Crifigal mom crea4ed by combining ail dead toads and live k)ads an span(s) 2 Controllina Shear. V= 3076 LB At a distance d from kit support of span 2 {Center Span) Otcal shear mated by combining al dead bads and liwe loads an span(s) 2 Compansons With Required ons: S+ection Modulus ( ent): Smq= 3183 1N3 S= 77.15 IN3 Area (Shear]: Area= 30.76 1N2 A= 40-25 IN2 Monwrt of Inertia (D "on): Ireq= 80.01 IN4 1= 443,50 IN4 User Added Notes: Capacity of joist with H 1 D buck load located to give maximum shear Watson Sb' uct uirau Eng,oaweeR hug Phone 360-544-8574 1062 NW Redwing Dr. Fax 360-544-8619 Oak Harbor, WA 98277 email haydenwse@msn.com Watson. :ral En—gineering Wednesday, February 03, 2010 City of Port Townsend Development Services Department City Hall Attn. Rick Sepler 250 Madison Street, Suite 3 Port Townsend, WA 98368 Dear sir: Su ecll: L 112, Resildence at 425 Eddly CC, Port Townsend, WA 98368 On Friday, January 29, 2010, Watson Structural Engineering investigated the driveway bridge at the residence at 425 Eddy Ct., Port Townsend, WA for conformance to the requirements of the 2006 IBC for residential vehicular loads. This investigation is to address several structural issues noted in Project Memo from Rick Sepler, Director dated November 16, 2009. The site visit was performed to make a non-destructive evaluation of the existing structural condition. A general review of the bridge structure yielded the following observations. The general condition and workmanship of construction appears to be above average of that seen in exterior residential construction. All lumber members were observeved to be structural select graded pressure treaded hem -fir. All observed fastenings and hardware were hot dip galvanized. The components appeared properly interconnected with strapping, post base and caps, blocking and lagged comers. (See exhibits 1-6) The investigation dealt with two primary concerns relating to the bridge / driveway. 1. Lateral loads / Racking. a. Loads in direction of travel (LDT). LDT are due primarily to vehicular braking and acceleration and to a lesser extent to code prescribed seismic loads. The structure is framed between a cast -in -place concrete retaining abutment wall (exhibit 3) at the roadway and the main level floor at the residence. (exhibit 7) The bridge framing is supported vertically by a line of posts and beams at -the residence. The LDT-are resisted by direct contact and bolting & blocking to the main level diaphragm. By inspection, the residence structure has more than sufficient lateral capacity for all Page 2 February 3, 2010 vehicular and other lateral loads induced to the diaphragm in this direction. b. Loads perpendicular to travel (LPT). LPT are due primarily to code prescribed seismic loads. The structure is anchored for LPT at both ends. By inspection, the retaining abutment wall has sufficient lateral capacity. The post and beam line at the mid -point of the bridge currently has no lateral bracing, but due to the geometry of the side decks, this load is currently being transferred to the front elevation. (exhibit 4, 5 & 6) The lower level of the front elevation may likely have capacity for the 14 foot bridge tributary lateral loads that are currently being resisted. To verify this would require a full lateral evaluation of this section of the residence. It is recommended that the majority of this load be resisted at the center post and beam line by the installation of a bay of lumber cross bracing: (See exhibit 8 for details of construction.) 2. Gravity loads a. Passenger / light truck loads. Analysis has shown that the existing framing has greater capacity than required for support of passenger / light truck loads. (See attached calculations.} The controlling- member, which- is th e�girder adjacent to the residence, has a capacity in excess of 85 pounds per square foot. This is more than twice the required capacity for passenger vehicles. b. Truck load- ratings / restrictions. All structural elements have been analyzed for capacity to support heavy truck induced point loads. This analysis shows that the controlling member is the typical floor joist. The maximum recommended -truck load -for this bridge- should- b&an H1 0- rated= truck load. This is a 20,000 pound (10 ton) truck with 16,000 pound rear axle load. Please let me know if I can be of any further assistance. Sincerely, Hayden H. Watson, P.E., S.E. Owner / Principal Watson Structural Engineering HHW Page 3 Exhibit 1 Exhibit 2 Exhibit 3 February 3, 2010 0 Page 4 m February 3, 2010 Ad V Exhibit 4 IMS Exhibit 5 Exhibit 6 V Exhibit 4 IMS Exhibit 5 Exhibit 6 0 Page 5 BOLT & REPLACE— W/',Ro x 0'-8' HOT -DIP GALV. BOLT February 3, 2010 Exhibit 7 • Page 7 February 4, 2010 Uniformly Loaded Floor Beamf 2006 International Buildinq Code (05 NDS)1 Ver: 7.01 „14 By: Hayden H. Watson PE, SE, Watson Structural Engineering on: 02-04-2010 : 00:12:09 AM Project: J10003 GRAVITY - Location: Grid 2 girder - limit 200 plf Summary: 5.0 IN x 11.5 IN x 7.0 FT / Select Structural - Hem -Fir - Dry Use Section Adequate By: 0.2% Controlling Factor: Section Modulus / Depth Required 11.49 In Deflections: Dead Load: DLD= &01 IN Live Load: LLD= 0,12 IN = L/712 Total Load: TLD= 0,13 IN = L/658 Reactions (Each End): Live Load: LL-Rxn= 6300 LB Dead Load: DL-Rxn= 510 LB Total Load: TL-Rxn= 6810 LB Bearing Length Required (Beam only, support capacity not checked): BL= 3.36 IN Beam Data: Span: L= 7.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loadinq: Floor Live Load -Side One: LL1= 200.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 4.25 FT Floor Live Load -Side Two: LL2= 200.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 4.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 1800 PLF Beam Self Weiqht: BSW= 11 PLF Beam Total Dead Load: wD= 146 PLF Total Maximum Load: wT= 1946 PLF Properties For:. Select Structural- Hem -Fir Bendinq Stress: Fb= 1300 PSI Shear Stress: Fv= 140 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1300 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 140 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 11918 FT -LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 5039 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 110.01 IN3 S= 110.21 IN3 Area (Shear): Areq= 53.99 IN2 A= 57.50 IN2 Moment of Inertia (Deflection): Ireq= 320.52 IN4 1= 633.70 IN4 User Added Notes: Capacity of interior girder is in excess of 200 punds per square foot • Page 8 February 4, 2010 Floor Joistf 2006 International Buildinq Code (05 NDS) 1 Ver: 7.01.14 By: Hayden H. Watson PE, SE, Watson Structural Engineering on: 02-04-2010 : 00:12:18 AM Protect: J10003 GRAVITY - Location: bridge joist - limit 250 psf Summary: 3.5 IN x 11.5 IN x 9.5 FT (@ 24 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 5.1 % Controlling Factor: Section Modulus / Depth Required 11.22 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD -Center= 0.16 IN = L/718 Total Load: TLD-Center= 0.17 IN = L/677 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2375 LB Dead Load: DL-Rxn-A= 143 LB Total Load: TL-Rxn-A= 2518 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.78 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 2375 LB Dead Load: DL-Rxn-B= 143 LB Total Load: TL-Rxn-B= 2518 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.78 IN Joist Data: Center Span Lenqth: L2= 9.5 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loadinq: Uniform Floor Loading: Live Load: LL-2= 250.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 265.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 530 PLF Properties For: #2- Hem -Fir Bendinq Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc-perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 978 PSI Adjustment Factors: Cd=1.00 CF=1.00 Cr=1.15 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5979 FT -LB 4.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: V= 2014 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 73.40 IN3 S= 77.15 IN3 Area (Shear): Areq= 20.14 IN2 A= 40.25 IN2 Moment of Inertia (Deflection): Ireq= 296.74 IN4 1= 443.59 IN4 User Added Notes: Capacity of typical joist is in excess of 250 punds per square foot • Page 9 February 4, 2010 Multi -Span Floor Beam[ 2006 International Buildinq Code (05 NDS) 1 Ver: 7.01.14 Bv: Hayden H. Watson PE, SE, Watson Structural Engineering on: 02-04-2010 : 00:12:14 AM Project: J10003 GRAVITY - Location: typical joist point load max moment Summary: 3.5 IN x 11.5 IN x 8.25 FT / Select Structural - Hem -Fir - Dry Use Section Inadequate By: 0.5% Controlling Factor: Section Modulus / Depth Required 11.53 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD -Center= 0.10 IN = L/971 Total Load: TLD-Center= 0.11 IN = L/932 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1702 LB Dead Load: DL-Rxn-A= 113 LB Total Load: TL-Rxn-A= 1816 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.28 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 1698 LB Dead Load: DL-Rxn-B= 113 LB Total Load: TL-Rxn-B= 1811 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.28 IN Beam Data: Center Span Lenqth: L2= 8.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 8.25 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 0 PLF Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 28 PLF Point Load Live Load: PL-2= 3400 LB Dead Load: PD-2= 0 LB Location (From left end of span): X-2= 4.12 FT Properties For: Select Structural- Hem -Fir Bendinq Stress: Fb= 1400 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension'): Fb'= 1120 PSI Adjustment Factors: Cd=1.00 CF=1.00 Ci=0.80 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 E': E'= 1520000 PSI E-Min': E-Min'= 551000 PSI' Adjustment Factors: Cm=1.00 Ci=0.95 Design Requirements: Controllinq Moment: M= 7238 FT -LB 4.125 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: V= 1791 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 77.55 IN3 FAILED S= 77.15 IN3 Area (Shear): Areq= 17.91 IN2 A= 40.25 IN2 Moment of Inertia (Deflection): Ireq= 164.40 IN4 1= 443.59 IN4 User Added Notes: CONTROLING 0.5% overstress. SAY OKAY Capacity of joist with H10 truck load located to give maximum moment Nr Page 10 February 4, 2010 Multi -Span Floor Beamr 2006 International Buildinq Code (05 NDS) j Ver: 7.01.14 By: Hayden H. Watson PE, SE, Watson Structural Engineering on: 02-04-2010 : 00:12:16 AM Project: J10003 GRAVITY - Location: typical joist point load max shear Summary: 3.5 IN x 11.5 IN x 8.25 FT / Select Structural - Hem -Fir - Dry Use Section Adequate By: 30.8% Controlling Factor: Area / Depth Required 8.79 In Center Span Deflections: Dead Load: DLD-Center= 0.00 IN Live Load: LLD -Center= 0.04 IN = L/2661 Total Load: TLD-Center= 0.04 IN = L/2394 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2988 LB Dead Load: DL-Rxn-A= 113 LB Total Load: TL-Rxn-A= 3101 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 2.19 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 412 LB Dead Load: DL-Rxn-B= 113 LB Total Load: TL-Rxn-B= 526 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.37 IN Beam Data: Center Span Lenqth: L2= 8.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 8.25 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 0.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 2.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 8 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 0 PLF Total Dead Load: wD-2= 20 PLF Total Load: wT-2= 28 PLF Point Load Live Load: PL-2= 3400 LB Dead Load: PD-2= 0 LB Location (From left end of span): X-2= 1.0 FT Properties For: Select Structural- Hem -Fir Bendinq Stress: Fb= 1400 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1120 PSI Adjustment Factors: Cd=1.00 CF=1.00 Ci=0.80 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 E�: E'= 1520000 PSI E-Min': E-Min'= 551000 PSI Adjustment Factors: Cm=1.00 Ci=0.95 Design Requirements: Controllinq Moment: M= 3064 FT -LB 1.073 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: V= 3076 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Seclfions: Section Modulus (Moment): Sreq= 32.83 IN3 S= 77.15 IN3 Area (Shear): Areq= 30.76 IN2 A= 40.25 IN2 Moment of Inertia (Deflection)„ Ireq= 60.01 IN4 1= 443.59 IN4 User Added Notes: Capacity of joist with H10 truck load located to give maximum shear VC1t'VV1 -kD'. 549 , I PAS • 2 NT IT 02/17/2010 03:28 PM $63.00 FIRST AMERICAN TITLE Jefferson County WA Auditor's Office - Donna Eldridge, Auditor mill K, FRM 1101C KIM& I AAF. 0, M1111111 NOTICE OF TITLE Grantors: Growth Capital Partners H LLC Grantee: City of Port Townsend, a Washington municipal corporation Reference: City Permit Number BLD 08-112 Legal description: Grantors/Owners own the following described real property: Lot 2, Parkview Addition, Short Plat No. 1 as per plat recorded in Volume 5 of Short plats, pages 47 and 48, records of Jefferson County, Washington Assessors Property Tag Parcel No: 964964 201912 2 NOTICE IS HEREBY GIVEN to the Grantors/Owners of the above referenced real property, to potential purchasers and future owners, to agents or representatives, and to any other concerned person or entity: 1. An Accessory Dwelling Unity (ADU) with address of 425B Eddy Court is proposed as an accessory living unit to a single-family residence at 425 Eddy Court. The attached ADU is built through building permit BLD 08-112. 2. The Port Townsend Municipal Code (PTMC) requires that the property owner reside on the subject property, in either the principal residence or ADU in order to rent or lease the other unit. A one year hardship waiver may be granted by the City in accordance with PTMC 17.16.020.C2. Additionally, neither the principal nor accessory unit shall be used as a transient accommodation (PTMC17.16.020.C3). A transient accommodation is deimed as a use less than 29 days (PTMC 17.08.060). 3. This notice may be removed or modified only with approval by the City. Page 1 of 2 Growth Ca ital Parterers II LLC ADU Notice of Title CITY OF PORT TOWNSEND STATE OF WASHINGTON I certify that I know or have satisfactory evidence that r C r.° 9 A St P 1 P. r , is the person who appeared before me, and who Acknowledged that they signed the sam as their freee and voluntary act for the Uses and purposes mentioned in the instrument. Given my hand and official seal thisktday of 2010 " „; E * 40 m �� twy �;F \*N LLC Chris l: aski . iVianaging Member I certify that I know or have satisfactory evidence that is the person who appeared before me, and who Acknowledged that they signed the sam as their freee and voluntary act for the Uses and purposes mentioned in the instrument. Given my hand and official seal this&day of _ .„ 2010 01 Pule 'PageOF r t rrrrw �"� l(/ ,pOR r City of Fort Townsend Development Services Department City Hall 250 Madison Street, Suite 3, Port Townsend WA 98368 (360) 379-5095 FAX (360) 385-7675 TO: File CC: CL Flint FROM: Rick Sepler, Director DATE: November 16, 2009 RE: BLD08-112 Issue: During routine building inspections on the above referenced property, staff identified the following issues: 1) The elevation change between the adjoining street and the garage was not shown on the approved building plans. (Bridge not constructed per engineered plans). Due to difference in elevation, a driver must accelerate up a ramp and cross over the bridge to enter the garage. This action may cause racking and it is unclear whether the bridge has been designed appropriately. Furthermore, it is unclear whether the bridge was designed to allow vehicles to be parked on the bridge. 2) Although the building permit identifies the building as a single-family home with an ADU, there is some question as to whether the units are intended to be sold separately (i.e., a duplex). There are two front entrances to the building while the city's ADU provisions allow a single front entrance. Background: Prior Director's Interpretation (December 12, 2006, and revised January 11, 2007): This interpretation states: "Except, ADU parking rules in effect prior to adoption of Ordinance 2928 will apply for any lot for single family plus ADU development where there is a substantially complete building permit application on file within 18 months of the recording of the plat." (in other words, July 12, 2008) BLD 08-112 (issued on May 15, 2008) was deemed complete prior to July 12, 2008, thus, no additional parking space is required for an ADU unit completed as part of this application. Plans show two off-street parking spaces consistent with this interpretation. The issued permit shows two front entrances. Resolution: 1) Applicant will need to submit a report by a Washington State licensed structural engineer confirming that the ramp and bridge design meet standard engineering requirements given the anticipated load and racking. Also, the report needs to clarify whether or not there are limitations to parking on the bridge. Any deficiencies identified will need to be corrected prior to final inspection. 2) If the applicant proposes to sell the units separately, he/she must disclose this information before the city issues a final inspection on BLD08-112. Prior to final inspection, the applicant must demonstrate that FOUR on -site parking spaces have been provided, applicable System Development Fees (SDCs) have been paid, fire wall separation has been constructed per the IBC. A second address will need to be assigned. 3) If the applicant intends to follow through with the originally proposed single- family home and ADU, prior to final inspection, a Notice to Title must be recorded to notify future property owners of the limitations in Section 17.16.020 of the Port Townsend Municipal Code. A second address must be assigned. City of Fort Townsend Public Works Department 250 Madison Street, Suite 2R, Port Townsend, WA 98368 (360) 385-7212 FAX (360) 385-7675 6 September 2007 d Mr. C.L. Flint 2829 Katherine Street Port Townsend, WA 98368 Re: ADU Parking at 425 Eddy Court Dear C.L., 51 2. —7 e,� rn, lTy & � 1 aj 44'4 I am writing in response to your verbal request to the Development Services Department to allow the use of an on -street parking space to meet the parking requirement for an auxiliary dwelling unit (ADU) associated with the construction of a single family residence at 425 Eddy Court. I have reviewed the sketch of the proposed parking stall and visited the site. The standard length for a parallel, on -street parking stall is 20'. This can be reduced to 18' when the stall is located at the end of row of stalls or has open access at one end as is the case here. The stall that you delineated on Eddy Court measured 19' from the edge of the driveway to the beginning of the corner curve (back of the catch basin). RCW 46.61.570 which has been incorporated into the City Code prohibits parking in front of a public or private driveway or within five feet of the end of the curb radius leading thereto [RCW 46.61.570(1)(b)(i)]. Therefore the stall must be offset five feet from the edge of the driveway. This leaves 14' for the parking stall which does not meet the minimum standard. The topography of the parcel does fall away from the street making the installation of any off-street parking a challenge. You are proposing to construct a driveway and garage however. This driveway could be widened to accommodate an additional on -site parking space and still meet the maximum 20' wide driveway standard. The additional impervious surface associated with the parking space would represent a small increase to the overall impervious area on the site which the area drainage system should be able to handle. The configuration of Eddy Court is such that the driveway locations leave little room for on -street parking, in general, even with the relatively wide streets. In light of the lack of space to meet the minimum standard for a parking stall adjacent to the property in question and the shortage of available on -street parking in the area in general, your request for on -street parking in lieu of on -site parking for an ADU cannot be approved. This constitutes an administrative decision of the Public Works Director. There is no administrative appeal for this decision. Sincerely yours, <signed & mailed 6 Sep 07> Kenneth H. Clow Public Works Director cc: Francesca Franklin, Permit Specialist Suzanne Wassmer, Planner Scottie Foster From: Suzanne Wassmer Sent: Thursday, November 12, 2009 12:39 PM To: Alex Angud; Francesca Franklin; Fred Slota; John McDonagh; Judy Surber; Scottie Foster Subject: FW: Cl Flint Letter regarding Parking on Eddy Court Attachments: On -Street Parking Req - Eddy Ct - Flint 5Sep07.rtf On -Street ng Req - Eddy FYI — here is Ken's letter to CL regarding parking on Eddy Street. Suzanne Suzanne Wassmer Land Use Development Specialist (360) 385-0644 From: Kenneth Clow Sent: Thursday, November 12, 2009 11:49 AM To: Suzanne Wassmer Subject: RE: Cl Flint Letter regarding Parking on Eddy Court Suzanne, A copy w/o signature is attached. Hope this helps. Ken 1 From: Suzanne Wassmer Sent: Thursday, November 12, 2009 11:23 AM To: Kenneth Clow Subject: Cl Flint Letter regarding Parking on Eddy Court Hi Ken, Do you still have a copy of a letter you wrote in May of 2008 to CL Flint regarding no on -street parking for a proposed ADU on Eddy Street? It is not in the file, and we are trying to unravel the events leading up to our issuing the permits. The bank has it now and would like to final it. Thanks, Suzanne Suzanne Wassmer Land Use Development Specialist 2 City of Port Townsend Public Works Department 250 Madison Street, Suite 2R, Port Townsend, WA 98368 (360) 385-7212 FAX (360) 385-7675 6 September 2007 Mr. C.L. Flint 2829 Katherine Street Port Townsend, WA 98368 Re: ADU Parking at 425 Eddy Court Dear C.L., I am writing in response to your verbal request to the Development Services Department to allow the use of an on -street parking space to meet the parking requirement for an auxiliary dwelling unit (ADU) associated with the construction of a single family residence at 425 Eddy Court. I have reviewed the sketch of the proposed parking stall and visited the site. The standard length for a parallel, on -street parking stall is 20'. This can be reduced to 18' when the stall is located at the end of row of stalls or has open access at one end as is the case here. The stall that you delineated on Eddy Court measured 19' from the edge of the driveway to the beginning of the corner curve (back of the catch basin). RCW 46.61.570 which has been incorporated into the City Code prohibits parking in front of a public or private driveway or within five feet of the end of the curb radius leading thereto [RCW 46.61.570(l)(b)(i)]. Therefore the stall must be offset five feet from the edge of the driveway. This leaves 14' for the parking stall which does not meet the minimum standard. The topography of the parcel does fall away from the street making the installation of any off-street parking a challenge. You are proposing to construct a driveway and garage however. This driveway could be widened to accommodate an additional on -site parking space and still meet the maximum 20' wide driveway standard. The additional impervious surface associated with the parking space would represent a small increase to the overall impervious area on the site which the area drainage system should be able to handle. The configuration of Eddy Court is such that the driveway locations leave little room for on -street parking, in general, even with the relatively wide streets. In light of the lack of space to meet the minimum standard for a parking stall adjacent to the property in question and the shortage of available on -street parking in the area in general, your request for on -street parking in lieu of on -site parking for an ADU cannot be approved. This constitutes an administrative decision of the Public Works Director. There is no administrative appeal for this decision. Sincerely yours, <signed & mailed 6 Sep 07> Kenneth H. Clow Public Works Director cc: Francesca Franklin, Permit Specialist Suzanne Wassmer, Planner Appl ,Bl.D08-1 l Vmm w ® 2, C/`/15/2'0'07 Appbcarr#t�'VTIlT�L�mWl Type " ......a . .... ... Expiration e �/54)9/2tplI Parcel lv� Parent 0 .�L.O .m m.. Ee-ssue Dae�, Site Address y CT Date �Srrbmitted �'Q51t"4/� 0-0, Date Clused FkAect Aare �Ne Sian e Family Resideamce with .c�.9 ec Complete . ."' W ,.... .. t u�rtmmarrI11/ 0J2009. ......._ ............ ..,....., .................. 6 a�,arrrrra �,C -lE Drag Apprave+d�t1„"/l 5" oi�Status �............... ...� , , Data �rl�+p Staius it �a t Override Expire? r Government? f Notes? p ,, — _. _t -3 4 day(s) to process New Application ; , Qumery,, Print Fom i Letters ' Cupp Site Address j QuexyApp#i tea amw«�; .;an/at ac »rrte«.rApprwal `,aiar3m��mgr (aa�arrfiartia dar`rra - °' Statos Wait briers, i ua lit �°�pprraved By i IExpd Notes' ll" I'll 1-1- I'll 11-11 1 � ­ 1111-11-11­ 1 1 �p Tu105l 4/gat tls �f 1141200 JLeorwd Yarbem y 1 � 0 rm ?tint Jj5/�m`4/Gl Ali ;O"�flhJ�ltyem�armm �I� �.,., m lMld r e "4& t m f 0511 r/; 008 Leramram rl rrlae r' t� �.. � , r, oo mrentts City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-III R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling units (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single lot dwelling units on a single lot of lot area of lot area 40,000 square foot area) must be contained within a must be contained within a single structure, except: a single structure, except: a permitted accessory dwelling permitted accessory dwelling unit (ADU) may be unit (ADU) may be established in a separate established in a separate building if allowed by building if allowed by 17.16.020 PTMC) 17.16.020 PTMC) ( e per unit) 10,000 sf o lot area (5,000 sf of lot area per unit) MINIMUM AVERAGE _ 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership foot area) are 12,000 square -feet in size or reater �_... .... MAXIMUM NUMBER 4 (Note: limited structures ....._ 4 (Note: limited structures .......... .......... No limit No limit OF DWELLING UNITS with more than 4 dwellings with more than 4 dwellings IN ANY ONE per structure may be permitted per structure may be STRUCTURE through the PUD process, see permitted through the PUD Chapter 17.32 PTMC) process, see Chapter 17.32 PTMC.) .............. _ MINIMUM LOT SIZE ....-..... ......._ 10,000 sf = single-family 5,000 sf = single-family 3,000 sq It = single-family detached detached detached; 5,000 sf = single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf = single-family attached (fourplex) and multi- familyl MINIMUM LOT 50' 50' 30' except: 100'= WIDTH multifamily MINIMUM FRONT 20' except: 10' except 20 feet for 20' except: 20' except; YARD SETBACKS 50'= barns and agricultural garages with vehicle access 10' w/side or rear 10' w/side or rear buildings facing a street right-of-way parking/garages; garages parking; no setback for and 50'=barns and with vehicle access facing multifamily structures agricultural buildings a street right-of-way must located within 200 feet be setback 20'; no setback of an abutting mixed use for multifamily structures zoning district located within 200 feet of an abutting mixed use zoning district n INIMUM REAR ......, 20' except: _ 10' except: 10' except: 15' except: YARD SETBACKS 50' = barns and agricultural 100' = barns and agricultural no setback for multifamily 20' if directly abutting buildings, and 100' if abutting buildings structures located within an R-I or R-II district; no a R-II, R-III, or 200 feet of an abutting setback for multifamily R-IV zoning district mixed use zoning district structures located within 200 feet of an abutting mixed use zonina district See Back of This Page For More t In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 4,000 square -feet unless said lots are reserved for multi -family dwellings. P: 0SDWormslBuilding FormsVnformation-Table 17.16.030 Res Zoning Districts,doc Page 1 of 2 05115109 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-III R-IV ... .... J MINIMUM SIDE 5' except: 5' except: 5' except: 15' except: YARD SETBACKS 10'= abutting a street r o w, 10'= abutting a street r-o-w; 10'= along a street r-o-w; 20' if directly abutting 20 feet for garages with 20 feet for garages with 20 feet for garages with an R-1 or vehicle access facing a street vehicle access facing a street vehicle access facing a R-II district; no setback right-of-way and 50' barns right-of-way and 100'= street right-of-way and no for multifamily and agricultural buildings and barns and agricultural setback for multifamily structures located within 100' if abutting a R-II, R-III, buildings structures located within 200 feet of an abutting or R-IV zoning district 200 feet of an abutting mixed use zoning district mixed use zoning district MAXIMUM 30' 30' 35' 35' BUILDING HEIGHT MAXIMUM LOT 25% 35% except 40% where an 45% 50% COVERAGE ADU is included on the lot �_.._. _._ MAXIMUM FENCE Front--4'; Side=8'; Side Front=4', Side 8'; Side Front—_4'; Side-8'; Side .......... Front=4';Side=8'; HEIGHT* abutting a public right-of-way abutting a public right -of- 1 abutting a public right -of- Side abutting a public =4'; rear-8' way = 4'; rear=8' way =4'; rear=8' right-of-way =4'; rear=8' NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 2967 3 4.2.2008; Ord. 2939 33 1,2, 2007; Ord. 2913 3 2, 2005; Ord. 2925 3 4, 2003; Ord. 2782 3 4, 2001; Ord. 2716 3 4.3, 1999; Ord. 2700 3 11, 1999; Ord. 2571 3 2, 1997). P: IDSDIFormsWuilding Formsllnformation-Table 17.16.030 Res Zoning Districls.doc Page 2 of 2 05115109 Development Services oar ro250 Madison Street„ Suite Port Townsend WA 9836ad Phone: 350-379-5095. : = Fax: .350-344-461 , www.cityofptms Residential Building Permit Application Address' (_,�) 0 i 7 SiM� Zoning: (L ai Parcel # I( AX l9 I Addition: #): Legal Description (or Tax ...�-..._(— Block -- Project Description: 9- 4 , I .�..1r-- W A� ......... ... _.._ ➢ Applications accepted by mail must include a check for initial plan review fee of $150 ➢ See the "Residential Building Permit Application ➢ Requirements" for details on plan submittal requirements_ Lender Information: Property wner: Name: U�%LI.LI S Address c CitylSt/Zip= _ .1 jL .LL Phone � Email:.�m��w.w...... .�„ _ �. ..� ...� ..... ........ Contact/ resentate Name: KUWL.___ XLLA.d ..:. __ Address- City/SUZip:. � � .��..�... �.� � ... . _...m__._......._ �._......� Phone:. ..................... ........... .rcL -- _................... Email: # City BusinessLicense Office Use'Onl Per Associated Permits: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: ............. U-k.A.09� .... _ Project Valuation: $ Building Information (square feet). 1 ° floor C�aragr 2rir . r.. �or � �'� Deck s... V9 boor ..... _ . .�..e Porch(es): ..._____ Basement: Is it finished? Yes No Carport: Other. Manufactured Home ❑ ADU ❑ New Addition ❑ Remodel/Repair ❑ Total Lot Coverage (`Building Footprint):' Square feet: &q %�_m...... —. Impervious Surface:* Square feet: M *Total existing & progosed �... structure, whITIT�mITm^V year was it _���.�..�... If an existing at y s it built? tAk Any known wetlands on the property? Y N Any steep slopes (>! 5%)? Y N ..._ ... _.._. ._ ......... .. .... ..__-.......... ........ _......____ --- hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name- qk-LW,� ( I'll ( i j Signature: 'Date:_�' RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages_ The purpose is to show what you intend to build, where it will be located on your lot, and how it will be constructed. ❑ Residential permit application. ❑ Washington State Energy & Ventilation Code forms ❑ Two (2) sets of plans with North arrow and scaled, no smaller than = 1 foot: ❑ A site plan showing: 1. Legal description and parcel number (or tax number), 2_ Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On -site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on -site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers ❑ Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting ❑ Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing ❑ Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wa!! sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. Ceiling height , 10. Roof sheathing, roofing material, roof pitch, attic ventilation ❑ Exterior elevations (all four) with existing slope of the land in relation to all proposed structures ❑ If architecturally designed, one set of plans must have an original signature ❑ If engineered, one set of plans must have one original signature ❑ For new dwelling construction, Street & Utility or Minor Improvement application MICHAEL 1. SSA SON CMI Engineer a Land Su or TO: Leonard Yarberry Development Services Department City of Port Townsend FROM: Michael J. Anderson SUBJECT: Pier Foundation Construction Applicant: CL Flint Lot 2, Parkview Short Plat No. 1 EXP. DATE: 05 / 05 / 10 This is to advise you that inspections were made by this office for the screw pile installation for the southwest corner of the proposed single family residence at the subject site on March 27, 2008. Attached are the calculations made for the grade beam at that corner of the building. Prior to the decision to use the piles, the excavation for the foundation of the building was done in accordance with good procedures and small fills where made at the rear of the site utilizing the material excavated at the front of the lot. Although it appeared that all the new foundation would be sited into native, undisturbed material, it was decided that the southwest corner should receive special consideration by the installation of the helical piers to provide redundant stability. In addition, the grade beam was added to span between the screw piles. The screw pile was installed by North Coast Drilling Company utilizing a bob -cat that was modified to a skid steer machine that delivered a 6000 ft-lb torque to set the S S 5 Chance helical piles at the locations shown on the calculation sketch. The depth of the piles varies between 9 ft min. and 12 feet at the corner location. The rated strength of each pile is 70 kips. Please see printout from the Chance website showing the pile specifications that is also attached. The calculated load at the piles is 12915 lbs. and therefore, each pile provides more than 5 times the strength required. Please indicate if you need any additional information to complete the plan review and the approval of the permits. c: CL Flint, Owner; NEW RESIDENCE 425 Eddy Court Port Townsend, WA 98368 EXP. DATE: 05 / 05 / 10� Michael J. Anderson PE & PLS No. 27665 330 Cleveland Street Port Townsend, WA 908368 w g CITY Of MO TOWNSER) DSD � �w r , . M..i. � ..._ �,,, r�� .. �"�� s. e P :��. ._ � �.. � � ..o �:, . �� — e � a y � , r H ,��.� �, �., �' � �� �.�, � , , STRUCTURAL CALCULATIONS LATERAIJ .ANALYSIS DEVISED► NEW RESIDENCE 425 Eddy Court Port Townsend, WA 98368 EXP. DATE 05W / 05 / 10 1 Michael J. Anderson 16 1E 0 1 PE & PLS No. 27665 .""". ......... 330 Cleveland Street Port Townsend, WA 908368 AUG' 18 2008 -62 1110-11- yy �;7%9 41-71P�,7 7z -72,03?� X �Pa2 .. ................. . 94 7 7 4:r O'c - 7- 111--61 . . .. . ... . e6 71272,1'e— -07 Z,,*. *ae�,n) � -711 14 t t0x Square Shaft (SS) Helical Product Ratings AAIL p COMM,;� 01$1 YRY TORQUE RATING ULTIMATE TENSION UPLIFT/COMPRESSION — PRODUCT SERIES ft-Ibs (Nm) STRENGTH* CAPACITY LIMIT kip (kN) kip (kN) SS 125 4,000 (5400) 60 (267) 40 (178) SS 1375 5,500 (7500) 75 (334) 55 (245) SS 5 5,500 (7500) 70 (312) 55 (245) SS 150 7,000 (9,500) 70 (312) 70 (312) SS 175 11,000 (14,900) 100 (445) 110 (489) SS 200 16,000 (21,700) 150 (668) 150° (668) SS 225 23,000 (31,200) 200 (890) 20e (890) * Based on Mechanical Strength of Coupling * Based on Torque Rating — Uplift(Compression Capacity Limit = Torque Rating x Kt. "Default" Kt for Type SS = 10 ft-' (33 rri 1) # Based on Mechanical Strength of Coupling Bolt Higher Compression Capacities Available with Helical Pulldown Micropile 1.50 - Y XY 1.914 XY • 1.75 2.00 — Y XY Y XY X ..m .. X X r 2.268 XY , —.... 0 XYY 1 ,w Square Shaft Helical Cross Sections — 2.25 -- Y XY X.........�w_.m.......X XY v 2.923 © 2006, Hubbell Power Systems, Inc. v1.0 All Rights Reserved OW2006 CnANCE i. �,P, mm". ssarsarHrs^: S:M JATLA,S- X iNAN 1"s Hisloitt Chance® Helical 1-1/2" Round Corner Square Shaft Products (Type SS5 Series) COMMON EXTENSION CONFIGURATIONS gJ........EXTENSION WITH HUn CAL. PL..ATE. °A" Olds PLAIN EXTENSION _._ ........................ .-..............._..-....�. Product Designation Plate Diameter Weight Helix Length (Ibs) Grade Helix Edge A B C150-0047 T-0 28 C150-0008 5'-0 40 C150-0009 7'-0 57 C150-0048 101-0 78 C150-0158 10 5'-0 51 50 SLE C150-0159 12 T-0 54 50 SLE C150-0166 14 T-0 55 80 T150-0440 14 - 5'-0 60 80 C150-0167 14 5'-0 83 80 Chance Helical 1-1/2" Round Corner Square Shaft Products (Type SS5 Series) — Special Order (Allow extra processing time for Special Orders) Lead Section Special Orders -- Designation: S-SS5[']4[Helix Grade][Length] (Example: S-SS5[G]14-14-14[GR80][10'-0]) Lead Bars - Specify Length (Insert above) t6 Helical Flights - Specify Diameter(s) (Insert above-�-�) Available Lengths Weight Flight Size Descriptions (Ibs) Weight (Ibs) 0' —10 7 6" dia x 3/8" thick. = 6 3 3' — 4 26 8" dia x 318" thick. = 8 5 5' — 0 39 1 8" dia x 1/2" thick. = 8T 7 6' — 8 52 10" dia x 3/8" thick. = 10 8 10' — 0 78 10" dia x 1/2" thick. = 10T 11 k 20' — 0 157 12" dia x 3/8" thick. = 12 12 12" dia x 1/2" thick. = 12T 16 14" dia x 3/8" thick. = 14 16 14" dia x 1/2" thick. = 14T 21 16" dia x 1/2'thick. = 16T 28 0 2006, Hubbell Power Systems, Inc. v1.0 All Rights Reserved Oct/2006 04/28/2008 00:19 6666356185 NORTHCOAT Job: Engineer. Contractor Installer: A. B. Chance installation ti report New House Construction 425 Eddy Court Port Townsend, WA 98368 Mike Anderson C. L Flint Construction North Coast Drilling Co. A. B. Chance Certified Date of installation: 3- 27 - 2008 Type of installation: Three A. B. Chance piers as compression piles for new house foundation. A. B. Chance piers installed. SS5 type, 5' extensions with a single 10' helix lead Section. Installation record: Pier location was staked by contractor. Piers were installed with a 6000 ft. pound torque head attached to a skid steer machine. The first pier on the very corner of the foundation was installed 12 Ft. deep to 4000 X pounds or 40.000 pounds of compression capacity. The piers on each side of the first pier were installed 9 R, deep to a 40 kip capacity. z2812U M M I, blu, Mix . - . (3t- M \^ \ :(\ ± + . v s1 « fJ»<I ? «<C< i<f« i70-117� Bill TO CRY, State *»:,x»m4 WA For Labor and ¥#»»« hmmbhed Ph" Now «??2}g < «,■ 425 Eddy c4mrt Pod Townsend, W A Toull dam $250.00 Planner, City of Port Townsend Tree Conservation Calculations August 6, 2007 Parkview Short Plat 1 Lot # 2, City of Port Townsend per Chapter 19.06 PTMC Table 19.06.120(D)(1) PTMC Minimum Tree Density Requirements for Vacant or Redeveloping Lots. Zoning District RIII Lot # 2 5000sf Required Tree Unit Density 30 tree units per 40,OOOsf (4 Tree Units/5000sf) Required Tree Units 4 Tree Units Included please find 1 exhibit. 1. Tree Number Map Thank you for your consideration, Carol Bridge Owner Lot # 2 Valorie Williams Owner Lot # 2 Retained Tree Units 9 Tree Units ( 3 Douglas Fir Trees >20" d.b.h.) 9 r CBtt 8 5 179 11210 . 205 8 5 197 c=� 201. co 163 195 Cb A, ry H.d' 177 241s 209 0 240 1 N x -- Y 244 R1w x 8-. SPACE T ,,c -r 8, 6PETaitieo Tree Conservation Plan .-. Lot : Parkvicw Short Plat No.. I - 425 Pdd Couurt Zoning: R-III Tree Credits per zone: 30 Tree Units per 40,000 square feet of lot area Lot Size: 5,000 square feet Tree Unit Credits Req' d: 3.75 (rounds to 4) — Retained Tree O � �......... S ecies L.F..__ ..............................wawa.......... Size (d.b.h at 4.5 ft. ............. a. , �.._...... Tree Units Credit Planted Tree II Species II Size at Tree Unit Credit -;5& f;7, d . u 1 111;7 Total Tree Unit Credis & Planted) 11 o96 IJ NVrTd UIS 8K86 VA0JNr,4SXMOJJ,-UOcl XafloD AIGM Szt JOJ Q:)uQPISONd &ON LL: LL: � U: (Ii vi ui vi Lr) Lr) P- 00 LC) d' 0 (.0 F"S LEGACY REPORT ER-5110 Reissued November 1, 2006 ICC Evaluation Service, Inc. Business/Regional Office r 5360 Workman Mill Road, Whittier, California 90601 w (562) 699-0543 Regional Office ■' 900 Montclair Road, Suite A, Birmingham, Alabama 35213 a (205) 599-9800 www.icc-es.ora Regional Office s 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 a (708) 799-2305 Legacy report on the 1997 Uniform Building Code TM DIVISION: 02—SITE CONSTRUCTION Section: 02465—Bored Piles HELICAL PIER® FOUNDATION SYSTEMS HUBBELL CORPORATION/A. B. CHANCE CO. 210 NORTH ALLEN STREET CENTRALIA, MISSOURI 65240 1.0 SUBJECT HELICAL PIER® Foundation Systems. 2.0 DESCRIPTION 2.1 General: The Hubbell Corporation/A. B. Chance Co. HELICAL PIER® Foundation System is used to underpin foundations of existing structures, and is used for deep foundations of new structures. The system consists of foundation repair brackets and foundation anchors. The foundation brackets are used to connect the foundation of the structure to the foundation anchor. 2.1.1 HELICAL PIER® Foundation Anchor Components: The steel anchor components consist of one or more circular steel helix plates welded to a central steel shaft. The depth of the embedment of foundation anchors into the soil can be extended by adding one or more steel shaft extensions, coupled together to form one long continuous pier. Extensions can be with or without steel helix plates attached. Each steel helix plate is 3/9 inch (10 mm) thick and has an outer diameter of from 6 to 14 inches (152 to 356 mm), and an inner annulus either 11/2 or 13/4 inches (38 or 44.5 mm) square. Each plate is formed with all radial sections normal to the central longitudinal axis, t 3 degrees. The helix pitch is 3 inches (76 mm). The central steel shaft of lead sections and extension sections is a round cornered square (RCS) solid steel bar. RCS bars are either V/2 or 13/4 inches (38 or 44.5 mm) square. Each lead section of a foundation anchor has provisions at the top for a connection to an extension, and has an earth - penetrating pilot at the bottom. Each extension has provisions for a coupler at one end and a connection at the other. The coupler is an integrally forged socket that slips over an RCS shaft of the same size. Each socket has a transverse hole so that lead sections and extensions can be connected using a bolt and nut. For all foundation anchor leads and extensions, helix plates are welded to their respective shafts. Nominal spacing between helix plates is not less than three times the diameter of the lower helix. For example, a foundation anchor lead with an 8-, 10- and 12-inch-diameter (203, 254 and 305 mm) helix has a nominal 24-inch space between the 8- and 10-inch (203 and 254 mm) helix and a 30-inch (762 mm) space between the 10- and 12-inch (254 and 305 mm) helix. Figure 1 illustrates the foundation anchors. 2.1.2 Foundation Brackets: The foundation repair brackets used to address foundation settlement are Parts Nos. C150- 0121, C150-0298, C150-0299 and C150-0147. The brackets consist of upper and lower steel bracket bodies interconnected using two bolts. The bolts, described as "lifting" bolts, are 7/B inch (22 mm) in diameter for the Nos. C150-0121, C150-0298 and C150-0299 brackets and 1 inch (25 mm) in diameter for the No. C150-0147 bracket. The lower bracket body consists of steel sections shaped and welded together to form a seat for the foundation of the structure. The lower bracket body also has slots for attachment of the bracket to the concrete foundation. The upper bracket body is T-shaped, with the stem of the "T being a steel pipe in which the shaft of the foundation anchor is inserted. Brackets No. C150-0121 and No. C150-0298 are used with foundation anchors having 11/2-inch (38 mm) square shafts. Bracket Nos. C150-0299 and C150-0147 are used with foundation anchors having 13/4 inch (44.5 mm) square shafts. Figure 2 illustrates the brackets. Brackets No. C150-0121 and C150-0298 are used to address settlement of residential dwellings and light commercial buildings. Brackets No. C150-0299 and C150- 0147 are used to address settlement of large dwellings and commercial buildings. The light -duty underpinning bracket No. C150-0239 is used to address settlement of porches, patios and light concrete slabs. This bracket consists of a steel bracket body with a seat for the concrete slab and an anchor terminator containing a 1-inch-diameter (25 mm) lifting bolt. The anchor terminator is a round steel pipe with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 7 and 8 illustrate the bracket. Slab repair bracket No. T150-0085 is used to address settlement of existing concrete slabs on grade. This bracket consists of a steel channel, an anchor terminator and a 1- inch-diameter (25 mm) bolt. The anchor terminator is a square steel tube with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 3 and 5 illustrate the bracket. New -construction foundation bracket No. C150-0132 is used to support gravity loads. The bracket is used with steel - reinforced, poured -in -place concrete foundations. The bracket ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation far its use.. There is no warranty by ]CC Evaluation Service, Inc., express or implied, as !o I any finding or other matter in this report, or as to any product covered by the report. " Copyright © 2006 Page 1 of 8 Page 2 of 8 ER-5110 consists of a '/Z inch -thick (13 mm) rectangular steel plate welded to 21/2 inch -diameter (63.5 mm) steel tubing. Figures 4 and 6 illustrate the bracket. 2.2 Material Specifications: 2.2.1 Helix Plates: Material specifications for the helix plates are noted in Tables 1 and 2. The plates have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.2 Anchor Shafts (Lead Sections and Extensions): The 11/2- and 13/4 inch (38 and 44.5 mm) square RCS shafts conform either to ASTM A 29 and AISI 1044, having minimum yield and tensile strengths of 70 and 100 ksi (483 and 689 MPa), respectively, or to AISI 1530, having minimum yield and tensile strengths of 95 and 120 ksi (655 and 827 MPa), respectively. Anchor shafts have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.3 Foundation Brackets: 2.2.3.1 Bracket Body: The brackets are formed from '/4 , 3/9 or'/Z inch -thick (6.4, 7.9, 10 or 13 mm) steel that meets or exceeds the requirements of ASTM A 36, and have a hot -dipped galvanized coating conforming to Class B-1 of ASTM A 153. 2.2.3.2 Pipe Assembly: The pipe in the upper bracket body of the C150-0121, C150-0298 and C150-0299 foundation repair brackets is cold -formed, welded, and seamless carbon steel structural tubing. Complying with ASTM A 500 Grade B, the steel tube has minimum yield and tensile strengths of 42 and 58 ksi (290 and 400 MPa), respectively. The pipe in the upper bracket body of the C150-0147 foundation repair bracket is hot -rolled, electrical -resistance -welded, round steel tubing. Complying with ASTM A 512 or A 513 Grade 1020, the steel tube has minimum yield and tensile strengths of 50 and 62 ksi (345 and 427 MPa), respectively. All pipe assemblies have a Class B-1, hot -dipped, galvanized coating complying with ASTM A 153. 2.2.4 Bolts: 2.2.4.1 Steel Foundation Anchor: The sizes and types of bolts connecting the steel foundation anchor extensions to lead sections or another extension are described in Table 2. All bolts are hot -dipped galvanized steel. 2.2.4.2 Foundation Brackets: 2.2.4.2.1 Lifting Bolts: The lifting bolts for the No. C150- 0121, C150-0298 and C150-0299 foundation brackets have a'/B inch (22 mm) diameter and comply with SAE J429 Grade 5. The lifting bolt for the No. C150-0147 foundation bracket has a diameter of 1 inch (25 mm) and complies with SAE J429 Grade 5. 2.2.4.2.2 Cross Bolts: Cross bolts for the No. C150-0121, C150-0298 and C150-0299 foundation brackets have a diameter of 5/9 inch (16 mm) and comply with SAE J429 Grade 5. The cross bolt for the No. C150-0147 foundation bracket has a % inch (22 mm) diameter and complies with SAE J429 Grade 5. 2.2.4.2.3 Concrete Anchor Bolts: Anchor bolts shall be 5/e inch (15.9 mm) in diameter for all foundation brackets. Concrete anchor bolts are designed for each project. 2.2.4.3 Light -duty Underpinning Bracket: The bolt for the light -duty underpinning bracket is a 1-inch-diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.4 Slab Repair Bracket: The bolt for the slab repair bracket is a 1-inch-diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.5 New -construction Foundation Bracket: The bolt used to connect the new -construction foundation bracket to the foundation anchor is a 3/4 inch -diameter (19.1 mm) bolt complying with SAE J429 Grade 5 for 11/2-inch (38 mm) RCS shafts, and a'/e inch -diameter (22 mm) bolt complying with ASTM A 193 Grade B7 for 13/4 inch (44.5 mm) RCS shafts. 2.3 Design: 2.3.1 General: Structural calculations must be submitted to the building official for each building, and must be based on accepted engineering principles. The design method is the Load and Resistance Factor Design Specification in Chapter 22, Division II, of the code. The design strengths of individual lead sections and extension sections are noted in Tables 1 and 2. Factored nominal loads must not exceed the design strengths. The nominal loads must be factored in accordance with Section A4 of the specification. The actual capacity of the HELICAL PIER® Foundation System depends upon the analysis of the interaction of the helix plates and the soil, and may be less than the maximum design strengths noted in this report. Column buckling of foundation anchors due to compression loads, and combined flexural and compressive stresses of foundation anchors used with foundation repair brackets, shall be included in the analysis if this is deemed necessary by the building official or structural designer. Construction in Seismic Zones 3 and 4 requires compliance with Section 1809.5.'1 of the code. A soil investigation report is necessary ink ri u t in Iude consideration of: 1. Soil properties, including those affecting design. 2. Allowable soil bearing pressure. 3. Suitability for use in seismically active areas. 4. Information on ground -water table, frost depth and corrosion. 2.3.2 Connection to Building Structure: Downward -acting design strengths associated with each foundation repair bracket are as follows: C150-0121 — 20 kips (89 kN); C150- 0298, C150-0299 and C150-0147 — 40 kips (178 kN); C150- 0239 - 5 kips (22.2 kN); C150-0132 —15 kips (66.7 kN). The downward -acting design strength is 5 kips (22.2 kN) for the T150-0085 slab repair bracket. Factored design loads must not exceed the design strengths for the brackets. The concrete foundation and slab must be designed and justified to the satisfaction of the building official for concentrated loads due to the foundation and slab repair brackets. Bearing areas not exceeding 28, 34.5, 11.4, and 28 square inches (18,064, 22,258, 7,355, 18,064 and 18,064 mm2) shall be used to calculate the concrete bearing stress at the seat of the C150-0121, C150- 0147, C150-0239, C150-0298 and C150-0299 foundation brackets, respectively. In addition, if deemed necessary by the building official, the effects of reduced lateral sliding resistance due to uplift from wind or seismic loads shall be considered for each project utilizing the C150-0121, C150- 0147, C150-0298 and C150-0299 foundation repair brackets. 2.3.3 Protection of Pier and Bracket Materials: Protection of the pier and bracket materials must comply with Section 1807.9 of the UBC. 2.4 Installation: 2.4.1 General: The HELICAL PIER® Foundation System is installed by A. B. Chance Co. certified installers, trained to install the A. B. Chance Co. HELICAL PIER® Foundation System. 2.4.1.1 Foundation Anchors: The foundation anchors are installed using rotary motors having forward and reverse capabilities. The foundation anchors must be positioned and angled as specified in the approved plans. Foundation anchors to be attached to the structure with the C150-0121, C150-0147, C150-0298 and C150-0299 foundation repair brackets are installed at an angle of 3 to 5 degrees from vertical. Foundation anchors attached to structures by means of the No. C1 50-0239 light -duty underpinning bracket, the No. T150-0085 slab repair bracket or the No. C150-0132 new- Page 3 of 8 E R-5110 construction foundation bracket, are installed vertically plumb. The foundation anchors are installed in a smooth, continuous manner, with the rate of rotation being within the range of 5 to 20 revolutions per minute. Extensions are connected to the foundation anchor using the bolts specified in Table 2. Coupling bolts must be tightened firmly with a wrench. The foundation anchors are installed to the minimum depth shown on the plans, but with the top helix not less than 5 feet (1524 mm) below the bottom of the foundation. 2.4.1.2 C150-0121, C150-0147, C150-0298 and C150-0299 Foundation Repair Brackets: The T-shaped upper bracket body is slid over the end of the extension of the installed foundation anchor. The lower bracket body is attached to the concrete foundation by means of a concrete anchor complying with the code or a current evaluation report. The lower bracket body is attached to the upper bracket body using the lifting bolts. A jack placed on top of the T-shaped section of the bracket, with a jacking tool on top of the jack and connected to the lifting bolts, is used to lift the lower bracket body as it pushes down on the upper bracket body. The nuts on the bolts are tightened and the jack is removed. 2.4.1.3 Slab Repair Bracket: The slab repair bracket is installed on top of a foundation anchor that has been installed through a 6-inch-diameter (152 mm) hole core -drilled through the concrete slab. The top of the foundation anchor shall be 1 inch (25 mm) below the slab. Prior to installing the foundation anchor, a 1-foot-deep (304.8 mm) pocket is excavated in the subgrade beneath the hole in the slab. The slab repair bracket tube is placed over the foundation anchor shaft. The slab repair bracket channel is placed on top of the bracket tube. The leveling bolt is threaded into the channel and tube, positioning the bracket so that each end of the channel is in contact with at least 4 square inches (2580 mmZ) of the slab. The maximum torque on the bolt is 150 ft.-Ibs. (203 N • m). See Figure 5 for typical installation details. 2.4.1.4 New -construction Foundation Bracket: The end of the shaft of the installed foundation anchor is cut off, or the pier is installed until the shaft top is a minimum of 3 inches (76 mm) above the foundation subgrade or at a level where the bracket will support an upper layer of steel reinforcing bars in the concrete foundation. The new -construction foundation bracket is placed over, and seated on the top of, the foundation anchor shaft. The steel reinforcing bars of the foundation are placed in direct contact with the top of the bracket. If required, the bracket is connected to the foundation anchor shaft with a 3/4 inch -diameter (19 mm) bolt installed through a 13/16-inch-diameter (20.6 mm) hole predrilled in 11/2-inch (38 mm) RCS foundation anchor shafts, or a'/e inch -diameter (22 mm) bolt installed through a 1-inch- diameter (25 mm) hole predrilled in 13/4 inch (44.5 mm) RCS foundation anchor shafts. See Figure 6. 2.4.1.5 Light -duty Underpinning Bracket: The end of the shaft of the installed foundation anchor is cut off or the foundation anchor is installed until the shaft top is a minimum of 1 inch (25 mm) below the bottom of the slab. The bolt guide is placed on top of the foundation anchor shaft and the pipe of the bracket is slipped over the shaft. The bracket is attached to the concrete slab by means of concrete anchors installed in accordance with the evaluation report on the anchor. The lifting bolt is threaded into the pipe cap so that its base engages the bolt guide inside the pipe. The maximum torque on the bolt is 200 ft.-Ibs. (27.1 N - m). See Figure 8 for installation details. 2.4.2 Special Inspection: Special inspection in accordance with Section 1701 of the code shall be provided for the installation of the foundation anchors and foundation brackets. Items to be confirmed by the special inspector shall include, but not be limited to, the manufacturer's certification of installers, the installation torque and depth of the foundation anchors and compliance of the installation with the approved construction documents and this evaluation report. In lieu of continuous special inspection, periodic special inspection in accordance with Section 1701.6.2 of the code is permitted provided that installers are certified by the manufacturer and structural observations in accordance with Section 1702 are provided. Periodic inspections shall be performed in accordance with the following schedule, subject to the building official's approval: 1. Before the start of work —Verify manufacturer, verify installer's certification by the manufacturer, and confirm pier and bracket configuration compliance with construction documents and this evaluation report. 2. Installation of first helical steel pier —Verify that location, installation torque, and depth of helical steel piers comply with construction documents. Verify that installers keep an installation log. 3. First connection to building structure —Verify that installation of foundation repair brackets or new construction brackets complies with construction documents and this evaluation report. 4. End of work —Verify that installation log complies with requirements specified in the construction documents; verify that installation of all structural connections complies with construction documents and this evaluation report. 2.5 Identification: Foundation anchors have the word "CHANCE" stamped on the top of the helix. The foundation anchors are also identified by a tag or label bearing the name and address of A. B. Chance Co., the catalog number, the product description, the evaluation report number (ER-5110), and the name of the inspection agency (RADCO). The brackets are identified by labels bearing the catalog number and product description. In addition, the letter "C" is stamped on the No. C150-0121, No. C150-0298, No. C150-0299 and No. C150-0147 brackets. 3.0 EVIDENCE SUBMITTED Material specifications, installation instructions, load tests and a quality control manual. 4.0 FINDINGS That the HELICAL PIER® Foundation Systems described in this report comply with the 1997 Uniform Building Code TM, subject to the following conditions: 4.1 The foundation anchors are manufactured at the A. B. Chance Co. facility located at 210 North Allen Street, in Centralia, Missouri, under quality control program with inspections by RADCO (AA-650). 4.2 The foundation anchors are manufactured, identified and installed in accordance with this report. 4.3 Special inspection is provided in accordance with Section 2.4.2 of this report. 4.4 Engineering calculations and drawings, in accordance with recognized engineering principles and design parameters, are provided to the building official. 4.5 A soil investigation must be provided for each project site in accordance with Section 2.3.1 of this report. 4.6 The applied factored loads must not exceed the design strength loads in Section 2.3 of this report. This report is subject to re-examination in one year. Page 4 of 8 TABLE 1—DESCRIPTION AND DESIGN STRENGTHS OF LEAD SECTIONS ER-5110 DIMENSIONS1 MDES GNM HELIX PLATE ITEM CATALOG STRENGTH MATERIAL SHAFT NUMBER NUMBER A (feet) B (inches) C (inches) D (inches) E (inches) F (Inch) (kips) SPECIFICATION TYPE 1 C150-0002 5 11/2 8 — 5/16 20 2 C 150-0001 7 11/2 8 — �_ 5/ 16 20 3 C150-0058 5 11/2 10 — 5/ 20 ASTM A 572 or 16 A 935 Grade 50 F = 50 ksi 4 C150-0003 7 11/2 10 -_. 5�16 20 = Fu 65 ksi 5 C150-0242 5 11/2 12••- 5/16 20 6 C150-0004 7 11/2 12 5/16 20 7 C150-0243 5 11/2 14 5/16 16 ASTM A 656 or A 936 Grade 80 F = 80 ksi 8 C150-0005 7 11/2 14 — 5/16 16 Pu = 65 ksi 9 C150-0086 3 11/2 6 6 1/4 27.5 10 C150-0244 3 11/2 6 8 1/4 27.5 11 C150-0030 7 11/2 6 8 -- 1/4 27.5 RCSZ Solid 12 C150-0160 3 11/2 8 10 1/4 27.5 ASTM A 572 or A 935 Grade 50 Steel Bar 13 C150-0006 7 11/2 8 10 1/4 27.5 F = 50 ksi 14 C150-0031 101/2 11/2 8 10 -- 1/4 27.5 Fu = 65 ksi 15 C150-0161 31/2 11/2 10 12 1/4 27.5 16 C150-0051 7 11/2 10 12 -- 1/4 27.5 17 C150-0007 51/2 11/2 8 10 12 1/4 27.5 18 C150-0168 21/2 11/2 8 10 — 1/4 35 19 C150-0169 5 11/2 8 10 12 1/4 35 ASTM A 656 or A 936 Grade 80 20 C150-0163 7 11/2 10 12 14 1/4 35 21 C150-0010 51/2 13/4 8 —. 5116 25 F = 80 ksi PU = 90 ksi 22 C150-0011 51/2 13/4 10 5/ 25 16 23 C150-0012 51/2 13/4 8 10 5/16 50 24 C150-0180 51/2 13/4 8 10 12 5/16 50 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 kip = 4.448 kN, 1 ksi = 6.895 Wa. IFor description of dimensions, see Figure 1. 2RCS = Round cornered square. Page 5 of 8 TABLE 2—DESCRIPTION AND DESIGN STRENGTH OF EXTENSIONS ER-5110 DIMENSIONSI MAXIMUM DESIGN COUPLING BOLTSZ ITEM NUMBER CATALOG NUMBER Quantity Slze Type HELIX PLATE MATERIAL SPECIFICATION A (feel) B (Inches) C (Inches) F (Inch) STRENGTH (kips) 1 C150-0047 31/2 11/2 27.5 2 C150-0008 5 11/2 3 C150-0009 7 11/2 4 C150-0048 10 11/2 53 C150-0159 5 11/2 12 1/4 64 C150-0166 31/2 11/2 14 1/4 ASTM A 320 12-inch helix: 1 3/4 inch Grade L7 ASTM A 572 or 7 4 C150 0167 5 11/2 14 1 /q A 935 Grade 50 F = 50 ksi Fu = 65 ksi 14-inch helix: ASTM A 656 and 8 C150-0144 31/2 11/2 — — 35 9 C150-0145 5 11/2 -- - - 10 C150-0146 7 11/2 A 936 Grade 80 11 C150-0175 101/2 11/2 - 12 4 C150-0176 4 I 1 /2 14 Y 4 / F = 80 ksi FU = 90 ksi 13 C150-0183 31/2 13/4 14 C150-0013 5 13/4 15 C150-0014 7 13/4 ......m 50 1 7/g inch ASTM A 193 Grade B 7 7 16 C150-0184 101/2 13/4 174 C150-0185 4 13/4 14 5/16 For SL• 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 kip = 4.448 kN, 1 ksi = 6.895 MPa. 1For description of dimensions A through F, see Figure 1. 213olts connect extensions to lead sections or extensions. 3Design strength of helix is 20 kips. 413esign strength of helix is 16 kips. Page 6 of 8 ER-5110 TYP For SI: 1 inch = 25.4 mm. A TYP FIGURE 1—HELICAL STEEL PIER C150-0147 FOR 13/4' SHAFT FIGURE 2—FOUNDATION REPAIR BRACKETS T 1 C150-0121,C50-0298 AND C150-0299 Page 7 of 8 ER-5110 4" CHANNEL �/ 15" LONG T150-0085 =OR 11/2" SHAFT INCLUDES: 4NNEL, BOLT, AND ,HOR TERMINATOR For SI: 1 inch = 25.4 mm. FIGURE 3—SLAB REPAIR BRACKET CONCRETE SLAB -ON - GRADE LIFTING BOLT Y LIFTING/ CHANNEL HELICAL ---' STEEL PIER SLAB REPAIR BRACKET FIGURE 5—TYPICAL INSTALLATION OF SLAB REPAIR BRACKET 4" x 7 3/4" STEEL PLATE d 0 C 150-0132 FOR 11/2" AND 13/4" SHAFTS For SI: 1 inch = 25.4 mm. FIGURE 4—NEW-CONSTRUCTION FOUNDATION BRACKET RE-INFORCING BARS I O CONCRETE FOUNDATION FIGURE 6—TYPICAL INSTALLATION OF NEW-CONTRUCTION FOUNDATION BRACKET Page 8 of 8 E R-5110 150-0239 11/2N SHAFTS For SI: I inch = 25.4 mm. FIGURE 7—LIGHT-DUTY BRACKET CONCRETE ANCHOR SLAB BOLT LIFTING BOLT PIPE CAP 30LT GUIDE HELICAL PIER FIGURE 8—TYPICAL INSTALLATION OF LIGHT -DUTY UNDERPINNING BRACKET q' � � ffiS � op�poop�p�ppo��pp Tr '•� C7 Wa ��� • i �r ppFQ� a �OnoTFNaF+NwF WnF pmF �PLNIMBI in 15 n N� dq @ 0 J� 9. "µ.,„7i F O aF ss0000000 o� malt gy Pi N m ry r 3 pl,, o � A- vP s� �I Q d pdd� �p^W! MUMS Q pQ dd "0.+m"' i9 fi5 p ,r�' , :� ddY 1Y' � ry... JL �.�.',$"£�n S �.Tr .iLYjP9 � � .iN."'1�;,w �" l 1 -.h7, MY__ .„- Al J BB 6 fiu &� d�dtiie os caoz CIR MOD K as n s c o c E Pam" cao m Y W oa�c�n 3 � �Qo W2 ti�-zW y � aqa z Ha aaU�ti� �K WInOWJ ON �=yqa N �Z FFUa V WOO`n� j w�awo W 3 O w Art , CiT� STRUCTURAL CALCULATIONS LATERAL ANALYSIS BEAMS FOUNDATION WALLS NEW RESIDENCE 425 Eddy Court Port Townsend, WA 98368 EXP. DATE: 05 / 05 / 0881 Michael A Anderson PE & PLS No. 27665 330 Cleveland Street Port Townsend, WA 908369 wo - XP 17, r4 5.05;-"6�v' 451/7�- Z,)3 T - L 621 el�lvjl (7`�P � X� 'of /9 "' 1157e-;r PlAo,511 ZX' . 7A2�, 76 A, 771-1- �57 7 �3 7 7, 7 47 z- 's ) .v, zpw 41�V ;qell Ale, ;ell, - 49d —2 74 ee 2V 7t77Z /) 4-;? -7 1 XYZIO P�A 10L, /I 3 -7k- 7Z';rF,' 04-, o M9 -199 (£5Z) ua b£I£-£ti9 (09£) NvrICT UX13 , U13sll floj � I�IOI�I.,�QI�I 0 ^»w ........_..... � 89£86 VIA I CINHSNNioL Diod s lI t 'w o z� Q � xoj aauaprsa-a maN ®o I z 0 Q 0 w 0 M� -199 (£SZ) ul Kl£-Q9 (096 0096, 'AVMTnl'UKT'JA Zhit'd VM- W LiusnS .......... SrlrlVM UVrqHS 89H6 VM I CNEISNMOJ, DdOd XEIOD AGGH SZt r'HAE[r, 'aamorl < U, joj QDUC/,) ;)Plso-d MON < a: I ........... ....... 0 b9L£-199 (£gZ) W Kl£-D9 (096 89£86 VM'CINHSNIAOJ,,L'dOcl 0086 VM',TVIA "I VIEH, CHI'd Nvr-id rlrlvm -- - - ---- ------ W ij-us,nS VHHSJl-afloDzUIGH Sz� z C%q "C*JL,doorld CrU Lu w ox% uoi2uT w JOJ QDUDPISQ-d M;)N < .qb.TV posuoorj I UD P; 0 0 Prescriptive Approach — Simple Form For the -Washington State Energy Code (2001 Edition) Climate Zone 1 Site Information r :.,,.. V_._ S CW. P. y'. State: 01-6 zV. rof� Contact: t- Q / Phone: 0„3.. Phone 2: Fax: Building Department Use Only Perna * Notes: Table 6-1 PRESCWVME, REQUMEMIUTi V FOR GROUP R OCCUPANCY CUM47E ZONE 1 (IJnIiwAted: Gl Omni Option Gladng Amato Gl, i U-Factoor Do U_ Calini' VsW d was Above wall 11se wall Bt4 Floors slaU On % of Floor Vafical Overheads r factor Ceilinle Grade Below Grade Below Grade Grade GroupR3 0 0.59 020 R38 R30 R21 R21 R l0 R30 R10 Occupancy ,3 This project complies with the following, ✓ The project is a single family residence or duplex. The project is wood frame OM all of the insulation is Interior or exterior of the framing. ✓ AN bulling components meet the requirements fisted In Table 6-1, Option Ill. ✓ The project will meet all other provislons of the MEC and VIAQ. The p ject will tape advantage of the following exceptions to the prescriptive option: 6f&2.6 Exception 1. One door, that Is 24 it. or less, that does not moot the standards is allowed. Location of the door taking this exception ❑ 602.6 Exception 2. Doors with a Ufactw of 0.40 meowed vAthatt calculatlons, _ 'on 11f only. Location of the door(s) taking this exception d"L� CapAl t 2= WSUCEEMOM Copied by pontlWon from the V4 t Wn Slaw UnWraily Coowative awro on Er► ,gy P rant Presc6pWo — Simple Farm -- Cknate Zorn 1 9311= Devetopment Services RT ° 250 Madison Street, Suite 3 ` Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Tree Conservation Affidavit Form BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. -I THIS PERMIT AUTHORIZES 0" ,'LL).tJ1('a'r'-5 TO BEGIN WORK IN U r' SUBDIVISION AND/OR AT THE FOLLOWING ADDRESS THE AUTHORIZED PERSON ACKNOWLEDGES THAT HE/SHE IS RESPONSIBLE FOR TAKING ADEQUATE STEPS TO: 1. Protect the tree retention areas on this lot as identified in the tree conservation plan (normally the front, rear, and or side yard areas) in accordance with the standards of Chapter 19.06 — Tree Conservation. 2. Field locate, mark, and protect all tree conservation areas on the site during construction. Marking shall consist of tape, ribbon, or tags attached to the retained trees and protective fencing secured by posts set at least 12" into the ground installed in accordance with the requirements of 19.06.150. All tree identification and fencing shall be installed prior to site development and construction and shall remain and be maintained until home construction is 100% completed. 3. Install any trees on the lot required by the approved tree conservation plan. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL RESULT IN THE ISSUANCE OF A STOP WORK ORDER OR OTHER CITATIONS. CITY OFFICIAL EFFECTIVE THIS / �' DAY OF NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. (Ord. 2837 § 1, 2003). Page 1 of 1 17 c - B#21 I I- 11I (5�� I - f CO 85 179 7 9 -,21 0 -,)85 205 co 197 163 1 0 201 c, 195 A-) 190 177 19 3 1 241 I , ��D 209 �. 0 240, CIV 245 X�l 2 2 53 AD 1,3 9 .. 8 - PACE TjCe;c--s 7-o 15,,- A9,G7-r.41A&,O Parcel Details Page 1 of 2 _._.. Home County Info Parcel Number,. 964201912 [ SEARCH Parcel Number: 964201912 a � � I �eUSearch l,,ipter I rie"Ad y Qwhdr,. +failing Address: C FLIN.. _ . .. ,�. �� r-- V HERINE ST PORT TOWNSEND WA983684716 Site Address: y 425 EDDY CT PORT TOWNSEND 98368 Section: 4 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: PARKVIEW ADD SHORT PLAT 1 Assessar's Lind Use Code; 9100 - VACANT LAND Property Description: PARKVIEW ADD SHORT PLAT 1 1 LOT 2 1 SUBJ TO EASE/REST OF RECORD I I Click on photo for larger image. 1Xj No �xj No2nd Photo Photo Available Available ,...... No Permit No Assessor Data Tax A/V, Sales Info Ma Parcel Plats Surveys Available Data Available /g0 HOME I COUNTY INFO I DEPARTMENTS SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 8/17/2007 I I w �gj ry �vo Y Pits 61 9,, ✓ z x; z F 4 U5 ec ti �-i 7 z to o R Ell X, 519431 Oiri2 2ea7 WA7P M� YFR.nN �RT� I CA Mr. IQ A After Recording Mail to: CL Flint P.O. Box 1428 Port Townsend, WA 98368 NO REAL ESTATE EXCISE TAX PEOUIRED JEFFERSON COUNTY TREASURER BY., Document Title: Declaration of Covenants, Conditions and Restrictions Grantor: C. L. Flint a single inan and Vernon 1. Gams(n L.L.C. Grantee: The Public; Owners in Parkview Addition Short Plat No. I & Parkview Addition Short Plat No. 2 Legal Description: Parkview Addition Short Plat No. I & Parkview Addition Short Plat No. 2, City of Port Townsend Assessor's Property Tax Parcel/Account Number: 964201901 & 964202001 DECLARATION OF COVENANTS, CONDITIONS & RESTRICTIONS, and EASEMENT The undersigned C. L. Flint and Vernon 1. Garrison, L.L.C. am the legal and equitable owners of the following described real property located in Jefferson County, State of Washingtow FLINT: Lois I though 9, Parkview Addition Short Plat No. I to the City of PortTovatsend as per plat recorded in Vol erne ,T of Short Plats. page �� records of leffawn County, State of Washington; GARRISON: Lots I though 9, Parkview Addition Shod Plat No, 2 to the City of Port Townsend as per plat recorded in Volumo 6_ of Short Plats, page 44 records of Jefferson County, State of Washington; Recitals: Owners desire to provide for present and future uses of said property consistent with its highest and best for residential purposes, preserving views so far as possible, and providing for the protection ad rvation of the charwer of the property and its neighborhood. Owners further desire that the property shall be and remain subioct to the terms of these restrictive covenants for all purposes, including but not limited to any future sale, transfer conveyance or lease of the property or any portion of it or any future development thereof, NOTE: Certain terms of this Declaration am estaillilkbeill pmunint to condition of City of Port Townsend approval. See items below which shall not be amended or modified without the written consent of the Development Services Department, City of Port Townsend. PAGE I orb Illlllllllllil�ll'JIIII4IIIIINI�III�IRIIIIIINIIIII�207P THEREFORE it is hereby declared, covenanted and provided that: A. COVENANTS AND DECLARATIONS AFFECTING ALL LOTS: 1. Restrictions created by this document affect all the above described parcels. They are and shall be, construed running with the land binding upon the Owners and all subsequent owners and occupiers of the land or any interest therein. It is the intent of the Owners that the restriction shall bind and restrict the land, the Owners, its heirs, grantees, personal rep fives, successors and assigns, alike. 2. These Declarations shall be governed by the laws of the State of Washington, and all disputes between lot owners subject to these covenants will first be presented to arbitration, by a Firm or Person, qualified and licensed to practice Arbitration in the State of Washington. The cost of arbitration will be apportioned equally between the parties associated with the arbitration. (See Section F for disputes subject to arbitration.) 3. All disputes between lot owners subject to these covenants unresolved by Arbitration and any legal action involving the City will only be enforced in the Superior Court of the Canty of Jefferson, State of Washington. 4. Grantors re -dedicate to the City for any uses in perpetuity any areas dedicated as streets or rights of way in .Blocks 19 & 20, Johnston's Addition to the City of Port Townsend, as per plat recorded October 10, ISS5 in Volume I of Plata, pap $5, Mcords of Jefferson County,. Washington, togedher with all of vacated 26a` Street adJoining Block 19, and those streams shown as Eddy Street and Eddy Court on Parkview Addition Short Plat No. 1 and Parkview Addition Short Plat No. 2,, and agree no uses shall be made of said rights of way in Blocks 19 & 20, Johnston"s Addition or vacated 26a Street adjoining Black 19, or Eddy Street and Eddy Court in. Parkview Addition Short Plat No. 1 and Parkview Addition Short Plat No. 2, except as allowed by the City of Port Townsend. B. COVENANTS AND DECLARATIONS AFFECTING LOTS IN BOTH PARKVIEW ADDPCION SHORT PLAT NO. I AND PARKVIEW SHORT PLAT NO.2 NOTE: The Covenants and Declarations in this Section B are NOT conditions of plat approval determined by the City of Port Townsend As such, these conditions are NOT enforceable by the City 1 5. The lots in the Parkview Community consisting of Parkview Addition Short Plat No. 1 and Parkview Addition Short Plat No. 2 plats will be developed as a "3 Star Built Green Development", and all Owners and Developers will be encouraged to adopt Built Green Construction Practices and Techniques. 6. To encourage "Built Green' techniques and practices the owner(s) upon issuance of a "Final Inspection and Certificate of Occupancy" by the City of Port Townsend and verification of "Built Green Requirements" will grant a $2000.00 (two thousand) dollar rebate to all owners that meet or exceed the" Built Green 3-Star Level Requirements" 7. No Mobile, Manufactured or Modular homes will be permitted to be erected, located or parked on said parcels or low. PAaa 2 "ea S. 'here shall be no beat pumps or exterior mechanical heating, cooling or ventilation (fans, etc.) devices on said parcels and lots. 9. Building exteriors shall not be clad or sided with Vinyl or Aluminum material. 10. Fences, arbors or trellis shall not be constructed of Vinyl or Aluminum materials. 11. A minimum roof pitch of 6/12 is required on all gable roofs. A minimum 30 Year Amhitechaal Shingle is required on all gable roofs. All roofs less than 6/12 pitch will be concealed with a minimum 24" parapet wall. 12. All mechanical equipment, fuel storage tanks, except solar collectors, shall be screened so as not be visible from any Public Right of Way. 13. Landscape will be with plants appropriate for site topography and soil types, emphasizing drought tolerant varieties with low watering requirements. Turf grass will be limited to 25% of landscaped area and be a drought tolerant variety requiring less irrigation and minimal maintenance. 14. Prior to "Final Inspection or Certificate of Occupancy issued by the City of Port Townsend," each parcel or lot owner will be required to plant on the owners lot one (1) - 4" diameter deciduous tree, capable of obtaining a minimum 20' canopy at maturity, for each 20' of frontage along Eddy Street/Court, up to a maximum of 4 trees. 15. Lot 5, Parkview Addition Short Plat No. 1 will be reserved for purchase by the owners of the Parkview Community consisting of Parkview Addition Short Plat No. I and Parkview, Addition Short Plat No. 2 short plats as a community property. The lot may be purchased whenever a 60 % majority or l 1 owners (which ever is greater) of the Parkview Community give written notice to the owner(s) of their intention to purchase Lot 5. Purchase price of the Lot will be $85,000. Terms will be all cash at closing and the purchase price including all closing casts will apportioned equally to the 18 parcels or lots in both Parkview Addition Short Plats. The property will be reserved for 1 year beyond the date that I 1 lots have been purchased 16. All decisions concerning ownership, development or use of said Lot 5 will require a 60% majority or l l votes whichever is greater. The owner(s) of each individual lot or parcel will receive 1 vote per lot or parcel owned. The property may be used for any use(s) allowed by the Port Townsend Municipal Code. 17. No inoperable vehicles, recreational vehicles, trailers (whether for recreational, utility, storage or any similar uses) trailerable recreational devices such as boats, jet skis , personal watercraft or off -road vehicles/motorcycles will be stored or parked adjacent to or along any property line of said parcels and lots. 18. All garages, carports, outside storage or other accessory structures shall be attached to permanent concrete foundations and comply with setbacks; be constructed to comply with roof pitch and exterior wallhoof covering material contained herein. PACE 3 af8 I III IINI IIIIII lul II� IIUI IIIII III IIIII III I4II519431:071 ]a1/arson County Rud VERNON GRRR160N / CA DEC 30 00 ip., No temporary structures, signs„ tents, tarps or yurts (except for heel Estale Wes Signs) shall be locatod or ere tod on said parcels and lots for longer than 7 bays. 20. All garages, carports, outside stortirgo or other accessory structures stall be oquipped with a door adquato to prevent their contorts from being visible from any Public Right of Way and be kept closed except when in use. 2'l . All Crash collection devices, rubbish containers, recycling containers or appliances shall be located on the individual lots or parcels they serve. "fhey will be adequately screened and maintained to prevent bird„ a ninaal, rodent or insect atnrnction or infostsLion. 22. All satellite dishes, radio antennas and other comrnutuestion devices must be permanently suachod to the dwelling units they serve, They shall be tainted above the top odge of the fascia and. may not project above the ridge of tile roof to which they are attached, n improvements and maintonam for the sole use and benefit of any individual parcel or lot shall be at the expense and burden of the owner(s) of those parcels or lots, free of hens or i isbil ity against the owner(s) of the other parcels or lots, the owitera of which shall be held harrnioss 'for such for such costa, unless lion is an advaatoa written agreement to the contrary between owners who may agree to apportion and share in such expenses among them 24. Owners are limited in their use of the City street for parking as follows: no owner shall utilize more than one on atrft4 puking space for the parking of vehicles its connection with rho use of their lot. This limitation isintended to prevent one owner from using the street to park more than one vehicle owned by that owner. This limitation does not prevent City parking code enforcement, and no one has any assigned or private on street parking. This limitation does not prevent temporary use of more than one space for guests and visitors. 'Me limitation is intended as a private covenant effooting lot owners' n. Parkview Addition Short Plat No, I and Parkview Addition Short Plat No. 2. C; COVI�NANTSAND DECLARATIONS APFE4r:fllwlGALL iA7MM--Tiles ARE CONDITIONS OF SHORT PLAT APPROVAL I)VrEMMD BY THE CITY OF PORT" "I"O'l4NSENlkr 'The+ ovenan'ts and Declarations In Section. Care created by the Grantors CL Flint and Vernon L Garrison, MX , and are conditions of plat approval determined by the City of Port Towmend., As such, these conditions are enforceable by the City. Tbey are also enforceable by other lot owners. Ste Section F below, 25. There shall be no' high -intensity exterior lighting units such as mercury vapor, halogen or other lighting units designed for high levels of armor lighting„ all M torior lighting units shall be installed and mainta ed only to project low intensity downward projecting flood or path lighting, and shall not be permitted to intrude on the damn privacy of surrounding parcels and lots,. 26. The illumination intensity shill be kepi Cos minimum and all lighting fixtures shall be shielded and pointed downward including lighting for signs. Polo mounted light lectures shall not exceed 15 fast in height. All lighting shall be as approved by the City of Port Townsend Director of Development Services Department, PAGE 4 d0 ������ IIIII 1111111 ���� ��� IIIIN 1111111II 111111111IIII OA M2 2aar 03:97P f mlv AIA VFAN RRRA7RM1 I r.R nFr. iR — 27. Owners, purchasers and lessees are hereby notified that all lots are subject to the approved Tree Conservation Plan on file with the City of Port Townsend Development Services Departmerd. Limitations on tree removal, requirements to protect certain noes and/or plant now trees and signing of a tree conservation affidavit as a condition of building or outer site development permits may be required. Interested parties should contact the City ofPort Townsend for additional information on tree conservation measures applicable to any IoL a For any lot where there is a substantially complete boil ding permit application Illed with the City within five j5j, yom of the recording of this Declaration, all stormwater created by impervious surfaces on individual parcels or lots will be dotaincd, infiltrated, or dispersed on the individual lot or parcel where it is created in accordance with the "2005 Western Washington Stormwater MannuaV', as adopted by the City of Port Townsend in 2006 (without application of any amendments thereto adopted by the City within the five year tim ) After the above tirnefrarne, lot development shall comply wide the stormwater management regulations of the City in effect at the time a substantially complete application is made. 29. All stormwater construction and maintenance shall be in accordance with the approved "FINAL STORMWATER MANAGEMENT PLAN, PARKVIEW SHORT PLATS" dated September 14„ 2006 and as amended, on file in the office of the City Engineer. Any change to the adopted plant shall be with the written approval of the City of Port Townsend. D. COVENANTS AND DECLARATIONS AFFECTING LOTS 1.4, PARKVIEW ADDITION SHORT PLAT NO. I —THESE ARE CONDITIONS OF SHORT PLAT APPROVAL DETERMINED BY THE CITY OF PORT TOWNSEND 30. The referenced Final Stormwater Management Plan prescribes the following minimum maintenance requirements by the owners of Lots I through 4 of Parkview Addition Short Plat No. 1, as follows: a. The lot owners adjacent to the surface storm water bioswales/ponds located generally in the 251h Street right of way along the southerly lot line of said lots, shall be required to mow the sweles twice a year, the first mowing by May 1 of each year and the second mowing by October l of each year. The debris from the snowing operation shall be deposited in a disposal site approved by the City Public Works Director. b. Prior to October 1 of each year and within three days of all significant stoma, the swales and ponds as constructed within 25'h Street right of way shall be inspected to determine if debris and/or sediment have been deposited within the storm water facilities. C. All debris shall be removed and any sediment removed to original constructed grade to disposal site approved by the City Public Works Director. d All swales and ponds shall remain operational and functional in the same manner and degree as originally constructed Any repair or replacement for any reason shall be the responsibility of the owners of said Lots 1 through 4. e. In the event of any conflict between the Stormwater Plan and terms of this Declaration, the Declaration shall prevail. PAGE 5 of g III IIIpillII111111519,43107P owl 14 31, Tito obligations set forth in this Section Dam joint and sevatal obligations of the owners of said Cots I through 4. This mom that in the event of a breach (or threateried breach) of an obligation, the obligaton may be enforced against %U owners or only one or some of the owners,, and any one owner may be held I iable for the entire correction and enforcement In the event of correction and enforcement by one owner or I= than al l owners, Jaen that: owner or those owners have the right of ocaatribution over and against theother owners of said tots I tlttoaagh 4, exoeltt Them is no right of contribution by ono whose acts or omissions (including acts or onaissi:ons of their guests, tow, ts, ropxesmattivres or invites) gave rise to the obligation. E. EASEMENT AFFECTING LOTS 2 AND 3, PARKVIEW ADDITION SHORT PLAT NO.1. 32. The easement across Lots 2 and 3, Parkview Addition Short Plat No. I are dedicated to the City of Port Townsend for the purpose ofunderground utility easement rightsover, through, under and across said lots in perpetuity for utility lines, arrd include the following; & The City shall have the right at all times to enter the described easement area. for the purpose of inspections and nuuntioning the property, including but not limited to inspocting, maintaining improving. repairing. recownrWing, locating, and relocating any utility lines or curb, gutter or sidewalk improvements.. Tito City shall provide notice of 24 how's for all scheduled work except in the case of emergency. b. Any costa associated with inspodion„ maintentmoc, improvwwa repair, construction, recortattrcting, and improvements upon the property tindertaken by the City shall be borne by the City. C. Structures arulrror permanent storage within the above -described easement, or any use of or within the easement that interferes in the City's judgment with the City's use of the easement, are prohibited. d In connection with any inspection, maintenance, improvement, repair, or construction or reconstruction, the City shall restore the property (easement and any immediately adjacent area.) to tough grading, conditions, but is not responsible for any restoration or repair of Iandsraping, vegetation or any improvements within the easement e. Any darattge to the easement or improvements in the easement caused by a lot owner or their guests,. tenants, representatives or invitees shall be'repaired at the sole cost and expense of said owner. F. VIOLATIONS & REMEDIES 33, yoning Code Violation — Applies Only to City Ernforcement of Paragraphs under Sections C, D, arA E above, A violation of the terms of Paragraphs under Sections C„ D, and E of this Deelaration is a violation of the raining code of the City of port Townsend, and the City may take code enforcement for a violation or threatened violation of this Declaration in the same manner and with all the rights available to the City under its zoning code. 34. Enlorcernent Rights — Applies to City for City E"ft=n=t0f Pet^agsraphs under Sections C, D, and E above, and to Owner(s) for Enforcement of Paragraphs under Sections El & C above, Its. PAGE 6 of a 431 07P M1F MdlYIR P,dB'nA fFIW d d`a rwr, MIA , addition to any enforc araart action by the City„ the City may enforca Paragraphs under Sections C, D, and'E, and any Owner(s) may enforce paragraphs under Sections f3 and C: above bringing an action in law or in equity in a court of competent jurisdiction to enforce the terms of this Declaration„ includira};: To enjoin the violation, ex parte as necessary, by temporary or permanent injunction; and/or b. To require the restoration of any affected property to the condition that existed prior to the injury arising from a violation of the terms of this Declaration- 35. Sae of Relief City's and/or Owners), rights under this Section apply equally in the event. of either actual or threatened violations of than tore as of this Declaration. City's and/or s;) remedies at Iaav for any violation of the terms of this Declaration are inadequate and City and/or Olmer(s) altall be entitled, including, specific performance of the terms of this Declaration, without the necessity of proving either actual damages or the inadequacy of otherwise available legal remedies, City's remedies described in this Section shall be cumulative and shall ba m addition to all remedies now or hereafter existing, at law or in equity. Specifically, nothing herein affects in any way the authority of the City to enforce City codes and regulations. The prevailing party in any judicial proceedings initiated to enforce the terms ofthis D olasation, shall be entitled to reasonable expenses, including attorncy's fees, as determined by the Court 36. City's or Owner('s)'Forbearance, Forbearance by City or Owner(s) to exercise its rights raider this Declaration in the event of any breach of any terms of this Declaration by s), theiragents„ employees, contractors, family members,' invitees, or licensees, shall not be deemed or construed to be a waiver by City or t rtta(s) of such term of any City's or Owner(s) rights under this Declaration. No delay or omission by City or Owner(s) in the exercise of any right or remedy upon any breach shall impair such right or remedy or be construed as a waiver. Signed,.PZ 2007 Signed ,m / ✓� 2007 L Garrison, LLC PAGE 7 of 8 IIIIII IIIII NINII NI III NIII IIIIIII II IIIII IIII IIII6102,12007 _07P I.If.r�nn f xtv OW ViIIN�M MARTf.(IN / f.0 rw.. %A M Approved as to terms applicable to City of Port Townsend (namely, paragraphs in Sections A, C, D, E, and l7. By: LeonardYarla , DSD r Dated: —fL? 44�......._.., State of Washington ) ) ss: County of Jefferson ) Signed and affirmed before me this Garrison, Manager OfVOM `. ex dte insinmient aelmow nested in homnu Commission 41 day o 2007, by C. L. Flint and Vernon I. l LC, o frtnt on r that they were Authorized to I it is to be a five and voluntary act for the rues and PAGE8of8 36( 37g� City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT #.".t -�" . Revision # OWNER: , 9 s � v, SITE ADDRESS: G{ 2 Total Value of Revision: $ Impervious Surface Change? ❑ Yes ❑ No Revisions require 2 sets of plans and a written scope of workthat fully describes the proposed change plus any additional information that will be of assistance in issuing your revision. If your plans were stamped by a design professional, all revision submittals require a stamp with a wet signature. Be aware that changes to the existing approved plans may also require you to revise your original building permit application (lot coverage, impervious surface, structure square footage, etc.) and energy code documents (changing windows, heat source, etc.) to conform to your proposed changes. Scope of Applicant Signature OFFICE USE ONLY: Submittal date: Two sets of plans for revision: Approval of engineer of record (if original plans engineered): ❑ Yes ❑ No ❑ NA PADSMDepartment Forms\Building Forms\ApplicatiorrRevision.doe 4 VORT BUILDING PERMIT City of Port Townsend w .m Development Services Department TWA ^ 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-112 Permit Type Residential - Single Family - New Project Name New Single Family Residence with Site Address 425 EDDY CT Parcel # ADU 964201912 Project Description New Single Family Residence (replaces BLD07-166) Fee Information Project Details Decks — Residential Project Valuation $266,265.86 Dwellings — Type V Wood Frame Site Address Fee 3.00 Private Garages — Wood Frame Building Permit Fee 1,928.95 Energy Code Fee - New Single 100.00 Family Unit Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Plan Review Fee 1,253.82 Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential State Building Code Council Fee 4.50 Technology Fee for Building Permit 38.58 Record Retention Fee for Building 10.00 Permit Total Fees $3,638.85 1,130 SQFT 2,544 SQFT 616 SQFT Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name _ _ _ Date Issued: 05/15/2008 Issued By: SWASSMER BUILDING PERMIT 0 City of Port Townsend Development Services Department WA 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Single Family - New Site Address 425 EDDY CT Project Description New Single Family Residence with ADU Names Associated with this Project Type Name Contact Applicant Williams Valorie Owner Flint C L Fee Information Project Valuation $407,804.48 Building Permit Fee 2,718.55 Plan Review Fee 150.00 Technology Fee for Building Permit 54.37 Record Retention Fee for Building 111) Permit *° Site Address Fee w 3.00 Total Fees '" $2,935.92 Permit # BLD07-166 Project Name PARKVIEW SHORT PLAT I Parcel # 964201912 License Phone # Type License # (360)531-0747 �s V Project Details' Dwellings Typ V` Wood Frame Private Garages"'—' Wood Frame fi Exp Date 4,214 SQFT 270 SQFT * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner_ Print Nam I Date Issued: Oi /25/2008 � 1 L I Issued By: FRONTDESK Exp Date 4,214 SQFT 270 SQFT * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner_ Print Nam I Date Issued: Oi /25/2008 � 1 L I Issued By: FRONTDESK BUILDING PERMIT MIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Single Family - New Site Address 425 EDDY CT Project Description New Single Family Residence with ADU Conditions Permit # BLD07-166 Project Name PARKVIEW SHORT PLAT I Parcel # 964201912 10. Prior to Final Inspection or Certificate of Occupancy, lot owner required to plant on the owner's lot �94i (1) 4" diameter deciduous tree, capable of obtaining a minimum 20-foot canopy at maturity, for each 2911°I ct of frontage along Eddy Street/Court, up to 4 trees. 20. Unit may not be used as Accessory Dwelling Unit until owner provides third on -site p,,u;k ng space, and recorded Notice to Title, and DSD provides separate address for ADU. 11110,40 Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations_ I certify that the information provided as a part of the application for this permit is tree and accurate to the best of my knowledge_ 1 further certify that I am the owner of the property or authorized agent of the owner. Print Na 1 Date Issued: 01/25/2008 1 n A. ti ti I, 111 M, JAA G Issued By: FRONTDESK fi Development Services ORT ro 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Residential Building Permit Application 9 p ( )� OfficeJn )y, a.w, Project dress,.. �� �� Addition: Description on'�� Pei`" �t or Tax Zoning: R �_ Block:PA, () _ 90 O t � Z ., Permits,,,-,""" Parcel # Lots):_ Associated Project Description: / ➢ Applications accepted by mail must include a check for initial plan review fee of $150 1 ➢ See the "Residential Building Permit Application Requirements" for details on plan submittal requirements. r Phone:rr IM ®r w • . tative Phone-, 1'♦ Z Contractor: Asarne aver" Name: Email: '/ State License #: City Business License tt hereby certify that the info and that all activities assoc Print Marne: -0(2 ) �Qx- Signature: Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Ap Project Valuation: $; Building Information (square feet): l stfloor r Uto?rwa rage. 2nd floor Deck(s): 3`d floor Porch(es): Basementsit finished? Yes Q aroort" " Other: fl l Square Homer ADU dition I Remodel/Repair I f Coverage (Building Footprint):" d yR. feet:. % "U V0 �)o - x/07- 5 Olt r� �c�usr0liqfi'Tatal � fee exis ina & n ron asod Any known wetlands on the property? Y Any steep slopes (>15%)? Y on provided is correct, that I am either the owner or authorized to act on behalf of the owner with this permit will be in accordance with State-Laws-and-the-P-ort Townsend Municipal Code.. Date ,C?611 7 "iJ Development services VORr 250 Madison Street, Suite 3 Port Townsend WA 98368 " Phone: 360-379-5095 Fax: 360-344-4619 W www. cityofpt. us Tree Conservation Affidavit BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. THIS PERMIT AUTHORIZES TO BEGIN WORK IN Tr4ha LO k j I SUBDIVISION AT THE FOLLOWING ADDRESS d THE AUTHORIZED PERSON ACKNOWLEDGES THAT HE/SHE IS RESPONSIBLE FOR TAKING ADEQUATE STEPS TO: 1. Protect the tree retention areas on this lot as identified in the tree conservation plan (normally the front, rear, and or side yard areas) in accordance with the standards of Chapter 19.06 — Tree Conservation. 2. Field locate, mark, and protect all tree conservation areas on the site during construction. Marking shall consist of tape, ribbon, or tags attached to the retained trees and protective fencing secured by posts set at least 12" into the ground installed in accordance with the requirements of 19.06.150. All tree identification and fencing shall be installed prior to site development and construction and shall remain and be maintained until home construction is 100% completed. 3. Install any trees on the lot required by the approved tree conservation plan. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL RESULT IN THE ISSUANCE OF A STOP WORK ORDER OR OTHER CITATIONS. CITY OFFICI. APPLICANT Ury WA EFFECTIVE THIS A-"- DAY OF 20 O� NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. A''tiN'fl'Iit BLD07-166 BLD07-166 BLD07-166 BLD07-166 964201912 Technology Fee for Building Permit 964201912 Building Permit Fee 964201912 Record Retention Fee for Building P 964201912 Site Address Fee R r i .,. y cep l ,..,;,. 1= e o crap a` 07-0688 08/07/2007 Plan Review Fee � t Oe fldletFtoad Nurft bef A!tt7h Ot9t1 CHECK 1007 $ 2,785.92 Total $2,785.92 Receipt Nurrtier: 0 $54.37 $54.37 $0.00 $2,718.55 $2,718.55 $0.00 $10.00 $10.00 $0.00 $3.00 $3.00 $0.00 Total: $2,785.92 $150.00 BLD07-166 genpn trreceipts Page 1 of 1 P Receipt Number:0� v✓ P t.r�rn,11 Pari BLD08-112 964201912 BLD08-112 964201912 BLD08-112 964201912 BLD08-112 964201912 BLD08-112 964201912 BLD08-112 964201912 EILD08-112 964201912 BLD08-112 964201912 BLD08-112 964201912 Plan Review Fee $1,253.82 Technology Fee for Building Permit $38.58 Energy Code Fee -New Single Famil $100.00 State Building Code Council Fee $4.50 Plumbing Permit Fee per Dwelling t $150.00 Mechanical Permit Fee per Dwelling $150.00 Building Permit Fee $1,928.95 Record Retention Fee for Building P $10.00 Site Address Fee $3.00 Total $1,253.82 $38.58 $100.00 $4.50 $150.00 $150.00 $1,928.95 $10.00 $3.00 $3,638.85 Permit $0.00 $0.00. $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 genpm[rreceipts Page 1 of 1 31 36� ��. I [ Ilz 16 City of Fort Townsend Development Services Department" 250 Madison Street Suite 3 Port Townsend WA 98368 firer (360) 379-5095 FAX (360) 344-4619 MEMO TO: Patty Voelker, Finance FROM: Scottie Foster �! CC: Valerie Williams DATE: May 15, 2008 RE: Refund for BLD07-166 On January 25, 2008, Valerie Williams paid $2,785.92 in fees for BLD07-166. That Permit was subsequently withdrawn. The $150 paid under an earlier receipt will be kept as payment for plan review of the application. Therefore, please refund $2,785.92 to: Valerie Williams, 2829 Katherine Street, Port Townsend, WA 98368. A copy of the receipt and of the FMS Report is attached for your records. C!r of Port Townsend Development Services Department G,errection Notice PERMIT NUMBER A OWNER �._.... JOB LOCATION Inspection of this structure has found the following.,violati,011sq, You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwv se. When corrections have been mad call for inspection* Date JInspectors' kr 'm DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE 1u 6M 00 00 �z OWOO C� Cr o •r o h� y M a a� C." Q 0 � N LL LL O ❑ w w Z N O O ❑ w a= W Z QO w J LU Ca Z> Oa w w co IL Vl Z � W Z Ir Z DgO it W > as J d tea �❑ LU U a z w (N >: = Z F a w a >O D �U W U Ix O F w 00 Z LL 0 W QW O W 0. a J a a a z O z 1 Q ❑ U J O CO 'o� U z ILs U) Z _ U2 O Lj = aD wa aw _z a_ ❑ It IL a z U CO) a =a w U Or a m OD 0 0 N a O J H z a w a H � z O O a co t�i > w > C LT o ZO a� LLO _C O z Z O 'L LU 0 U O J F- ❑ a_ w D N N W U) ❑ U LU a w 00 0 cl J m O z F- Lu IL i w 0 N w J 0') [ifD 00 O N U � Of >- > z 0) � 0 w Q cli O Z N w Z a a O U w a ❑ a z Z O F- LU a z zZ W O U w Q ❑ IL U z z O t~i w a Z z O U w a U) z Q 0 %F- 0a1 Z N ir Lf)ooO LL —aa M O O J M Q O z Of 52 ~a U W a W co Z W Z U Q W w �w co W m a to w m Oco cn D W z O F- U W a Z VORT CITE' OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE I SPI+IC'I"ION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION �� _PER :� �'° � ,MIT NUMBER: "T 11 1� ���� � SITE ADDRESS` i�, ;� „IS,` CONTACT PERSON: PHONE: TYPE OF INSPECTION: ❑ APPROVED ❑ APPROVED WITH CORRECTIONS II'��, Ok to proceed. Corrections will be ❑ NOT APPROVED Call for re -inspection before checked at next inspection proceeding, J .. �t Inspector d a °''�,' Lc Date° Acki,iowledgenient Date Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. Inspection Report Per Pra'ectw `� J.. �__..p._�...� ._..W_ mit # l Date Ins ctoll Inspection & Notes C L-C-'27 . . ........ . - ............ ... 7J a m rv, yp jury ..ne.�...,,.w...,w., ��. ...� ..... .ri..� w.�r,....awv..�.....vw. .www ..r. ` m. �.........�....wr�....,.... wwxwiv. 11 .. ._._ m......_ ..._W _ m. ._.._ (t'k lo —i-kp-Da ............_W.._.._ Cu f5 m.. ... ....... __.. ....I .._.... __.�.m. .. _.mm...a_w ....... .. __ ..._ _._.a_.. _W..�...._ _ ......mm........ �.w...�. For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: Z' SITE ADDRESS: '21 PROJECT NAME: CONTACT PERSON: PERMIT NUMBER. CONTRACTOR: TYPE OF INSPECTION: � ....�:�"..� a A fi, I' of � i m„„„ 4��AI�1'lfi.➢'i7'"1"�ID Q Inspector ❑ APPROVED WITH CORRECTIONS �)k to proceed. Corrections will be li"ked at next inspection Date ❑ NOT APPROVED Call for re -inspection before l� a•o��t';,rl ur�� 8 �2,�r ' :. Approved plans and permit card must be on-se"ond available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 b 3:00 PM the day before you want P � p Y Y the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: 6 "s2-0 F' PERMIT NUMBER: (�� — fiJ SITE ADDRESS: 47- �-7100L,t r-_J_ PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTION. 7 f 11 ElAPPROVED WITH ❑ NOT APPROVED XAPPROVED 'IMC IONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. ����.m�.., �...._...�.._. .....�..�. ...a�i aicr H Date � a. ----- Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. Floor Joistf 2003 International Buildinq Code (01 NDS)1 Ver: 6.00.81 By: Leonard Yarberry, , City of Port Townsend on: 06-03-2008 : 4:21:58 PM Project: - Location: Summary: 1,5 IN11,26 I i 1 .0 FT ft, 24 0.C. /Select Structural- Hem -Fir- Dry Use ctaon Adequate By. 7 ,6% Controlling Factor: Moment of Inertia / Depth Required 9.34 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD -Center= 0.18 IN = U864 Total Load: TLD-Center= 0.25 IN = U629 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 520 LB Dead Load: DL-Rxn-A= 195 LB Total Load: TL-Rxn-A= 715 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 1.18 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 520 LB Dead Load: DL-Rxn-B= 195 LB Total Load: TL-Rxn-B= 715 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.18 IN Joist Data: Center Span Lenqth: L2= 13.0 FT Floor sheathinq applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loadinq: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 110 PLF Properties For: Select Structural- Hem -Fir Bendinq Stress: Fb= 1400 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc-perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1610 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Cr=1.15 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2324 FT -LB 6.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: V= 615 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 17.32 IN3 S= 31.64 IN3 Area (Shear): Areq= 6.15 IN2 A= 16.88 IN2 Moment of Inertia (Deflection): Ireq= 101.94 IN4 1= 177.98 IN4 Parcel Details Page 1 of 2 Parcel Number: 964201912 [sE RCH Parcel Number: 964201912 Owner Mailing Address: GROWTH CAPITAL PARTNERS II LLC DBA BUILDERS CAPITAL MTG 1411 4TH AVE STE 850 SEATTLE WA981012216 Site Address: 425 EDDY CT PORT TOWNSEND 98368 Printer Friendly Section: 4 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: PARKVIEW ADD SHORT PLAT 1 Assessor's Land Use Code: 1100 - HOUSES (single units, non -farm) Property Description: PARKVIEW ADD SHORT PLAT 1 I LOT 2 I SUB] TO EASE/REST OF RECORD I Click on photo for larger image. No Permit Assessor l�ld' Data D,a„ta Plats & Surveys http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 2/8/2010 V0ar City of Port Townsend Development Services Department BUILDING ADDSS APPLICATION' Name of Property Owner: N 5 Mailing Address: 5,& & --(- Telephone: '2z Pro per is located in: At~ltlition: )� Blocks : Lots . _ Faces/Access is from: _ 1;:; 0, (2 Parcel Number mil , "e Z D — R Z_ Directions to the Property (draw vicinity man on back) If this is a new ADU, has a building permit been applied for? VYes No Date: I —I- kt4` le Notes: ADDRESS NUMBER ASSIGNED: Date of Approval: ,For De, 7 rtnten 0111 Application Fee Received ($3.00): Date: Copy to: ❑ Finance []Fire Dept ❑ Sheriff ❑ Police ❑ Public Works ❑ DSD database VVVrPORT TOWNSEND tl �.l GIS �DSD ❑ Assessor's Office PADSD\Fonns\Building Fonns\Application-Address Number.doc ; 2/5/09 City of Port Townsend ° % Development Services Department BUILDING NUMBER APPLICATION _:... _�.w.. Name of Property Owner- e- z� Mailing Address: . _ ...: �._. _. -. Telephone_ MF�Wjw Property is located in: Addition: LaIK%V 115 0 Block(s): Lot(s): „ Faces/Access is from: street . Parcel Number 94 / / �` Z Q/ 9/ Z— Directions to the Property (draw vicinity map on back) If this is a new ADU, has a building permit been applied for? IZYCS Notes: No Date: g "'V- 6) % HOUSE NUMBER ASSIGNED: 'T E DD 76v lJ fZ Date of Approval: Vicar ILeL�grhtienl (Ise 00 Application Fee Received ($3-00, TC 2200): �mamm Date: ti �ro Copy to: ❑ Finance ❑ Fire Dept ❑ Post Office ❑ Sheriff ❑ Police ❑ GIS ❑ Public Works ❑ DSD database ❑ Assessor's Office For address changes: ❑ Qwest Address Management Center — 246-504-1534 1S APP3 'IS PJeMOH ,IS saal -1-i CO co LO C\j a) c— C: cu C) 0 m C) w z 0 0 0 'is App::1 0 City of Port Townsend Development Services Department BUILDING NUMBER APPLICATION kLh q,-I( Name of Property Owner ._:ro _ ... s d,.. e Mailing Address: -. Telephone Cb Property is located in: Addition�w ` _ d Faces/Access is from: Parcel Number 9 �, q z Q/ 9/ z— Directions to the, Pro etydraw vicin4y map ou back Date of Approval: 01f 1 Lot(s):....... Application Fee Received ($3.00, TC 2200): Date: Copy to: ❑ Finance ❑ Fire Dept ❑ Post Office ❑ Sheriff ❑ Police ❑ GIS ❑ Public Works ❑ DSD database ❑ Assessor's Office For address changes: ❑ Qwest Address Management Center 206-504-1534 Street r CB#11 M WM o CB#1 3 WV WV 16'-0" M 'W #3 WCsi o d 82 _.. f'O�CN I �_J I GAPAG� 1 M '� 0 loio� O Go W r 195�} 5F co LOVVFp Y F1w w.... � Y � 0) Z �- w� • O MIN, 2 ." p'OPOSFI7 Q:51MNCF 0 50' 42 52.0' Parcel Details Pagel of 2 Parcel Number Parcel Number: 964201912 Owner Mailing Address: C FLINT 2829 KATHERINE ST PORT TOWNSEND WA983684716 Site Address: 425 EDDY CT PORT TOWNSEND 98368 Section: 4 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: PARKVIEW ADD SHORT PLAT 1 Assessor's Land Use Code: 9100 - VACANT LAND Property Description: WIMMMIROMM PARKVIEW ADD SHORT PLAT 1 1 LOT 2 1 SUBJ TO EASE/REST OF RECORD I I Click on photo for larger image. No Permit No Assessor Data Data Available x—A1, , sajg4 nfci map Parcel Plats. & !iPry ys_ Available / i �„ , o%ii //i�i wi/i o//% lr/i//r//a it// � °�, Best viewed with Microsoft Internet Explorer 6,0 or later r ' ��+p�ndow k - Mir http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 8/17/2007 a E q 5 @s5 .a H MIMI (D 0 �ecrG� 1 UUY W O iyF a 2 Q'�al. a4 2W az�W a V) uuw��ig wr W a Z O w o of a