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Home My WebLink About09145 QORTr CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND wA Development Services Department 9 - 250 Madison Street, Suite 3, Port Townsend,WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY.STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 993800008 PERMIT NO. BLD09-145 ISSUED DATE 09/17/2009 EXPIRATION DATE 03/16/2010 ADDRESS 2296 SEAVIEW DR. CONSTRUCTION TYPE V- B OCCUPANT LOAD 410 OWNER BALLENGER DONALD D PROJECT DESCRIPTION New SFR w/attached garage CONTRACTOR ESTES BUILDERS LLC LENDER INSPECTION INSP SATE COMMENT INSPECTION INSP )ATE COMMENT EROSION CONTROL INSULATION 12 �- ( K SETBACKS SURVEY PIN GW13 FOOTING Vick zy O FINAL PUBLIC WORK UFER FINAL BUILDING FOUNDATION WALL FOUNDATION DRAIN SLAB f N I�t21Cc2 ��t4r,2 W�,I� K►�� /z�i�/�y MISCELLANEOUS - /I� FLOOR FRAMING ((� /(I Zp 9 &I e0,W ,V$ SHEARWALL& HOLDOVI ?j FRAMING --- =�S�r% AIR SEAL PLUMBING PLUMBING WTR PIPIN MECHANICAL TO REQUEST AN INSPECTION CALL(360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. i City of Port Townsend Development Services Department IlAtz Coke) fifi Mt on Notice PERMIT NUMBER tom. I-f S OWNER JOB LOCATION Inspection of this structure has found the following vie#i&ws: PQ ACbt- You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted othe , 'se. When corrections have been made, call for inspection. _ Date Z n 0 Inspector DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department M4-Eff 0)Y RI®tice PERMIT NUMBER rye OWNER JOB LOCATION 2,2'�67 Inspection of this structure has found the following ate: L 2 :f1z0L- :EDL naLV _ :S1 OE - i ,�� -�� RT- �� -►\ r lam/��. You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date JZ Z Inspector P \� YLa DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE PORrT°�ti�, CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: J ��, PERMIT NUMBER: 3a)oct J�yS SITE ADDRESS: CONTACT PERSON: PHONE: TYPE OF INSPECTION: r_t c �LZ ram, ;�; ��l r1 c.,n d 1 c 1,7�,,, I iew, nr lot ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector t Date Acknowledgement 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. * 4 Q°RT CITY 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 INSPECTION. FOR MONDAY INSPECTION,CALL BY 33:00PM FRIDAY. DATE OF INSPECTION: ?Z PERMIT NUMBER: AL:& 09 IZ6— SITE ADDRESS: 22'�( � �1 CONTACT PERSON: PHONE: TYPE OF INSPECTION:_:±L0()' 0_1_ :tap wlk)� 00OF i�/o,J �2 1 �r S! I Q i orb fost lAJ (� W(..._. �K ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections wil be Call for re-inspection before hhecked at next inspection proceeding. Inspector L_f)�-- Date Acknowledgement 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. 40 w All p°HT r °`��s CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRI/DAY. DATE OF INSPECTION: / 2� PERMIT NUMBER: PIX 67 7 S� SITE ADDRESS: 2 2 9L SEA 1/1 EcQ �12, CONTACT PERSON: PHONE: TYPE OF INSPECTION: 70 1dk,_/ C)K 1 ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector L f LO Date �12 g CJ Acknowledgement Date Approved plans and permit card mast be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. QOpT TO a� Sys CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT �wA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT TCH�E I SPECT ON.. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: / 2� ( PERMIT NUMBER: % ] q SITE ADDRESS: G� � SEA O(FL) CONTACT PERSON: PHONE: TYPE OF INSPECTION: �Urb(�;�1��, ; S�E(6kAC CAS JFV2— 6 e/to Is� n 7(7 too � ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED �_� CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before `��== checked at next inspection proceeding. 1�12-q lo? Inspector ( L oo,91 Date t � Acknowledgement 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. -&-T) 09 - /ems 9 sflF 09- oZz City Of fort Townsend �oFe�Rrro� Development Services Department Q _ a 91 - . BUILDING ADDRESS APPLIC_A-HON WAg Name of Property Owner_ f3iq L-t-�Aj Mailing Address: 23 F_. c T`eleplionc_ 1'r_0P_er-tV is located in_ A(Idition_` L', �(� ��i y�- � Filock(s)- I acesI r�c_cess �, Parccl N(imber ------ ----1=1JZ5_�O�(� ------ - ---__= Directio(is to the Proper(y' (drv�� vicinit� ui<t;) on back) --------- - l P - — [ l ' is �( � 2. %Aas f 3- din<� permit hcen applied fo+-' --Yes No [)ate: 'ote- CJTY - DSD HOUSIK NUivIBI_'R ASSIGNI Date of Ap,pt(>.-a1: 0j7_2 D�9 1,01- 1)epartraent Llse tlrA: ----- ------ -- ---- ---- --------------- Application f ee Receit ed (S 3-00, TC �?0U): _ -- _--_�_- Date- C-01)v to finance hire Dept - Post Office sbe�fr Police cIS Public %S%orks DSD database Assessors Office P_;pSt�1Fo(mi I3uiiding F0"ru',Applica((0a-Adds ss VumtxY.doc ; 7 j,Qq ND 0Is.��1C� 2 T1DE�A INNER HARBOR SINE S COMMUNITY BEACH i 8 7 E6 4 3 00 N0 cn 1213 Q % Seaview Dr, a 14 N 41 VAC 39 43 �1 9-1-87 38 SO 37 aa91 6 36 G0� 7 6 35 3�)00 TAX 15 5 Ja Z TAX 14 „, h.,II L TAX 5 ,.,t1,1,I I,,,,,,,,•,,, (LESS TAX 15) SUBJ/EASE ryvi M h.ud nn me,',u,r ul my iol"i wo n. CITY OF PORT TOWNSEN._ PERMIT ACTIVITY LOG PERMIT # DATE RECE[VED 2 .3 d SCOPE OF WORK: DATE . ACTION INITIALS L (jo " ENTERED INTO CHET CHECKED FOR COMPLETENESS < C_ct a .� Gs. 5,e n m� O Z_ L) •,�Z g. 3.0% st 1 l ' S d — .N I LOP S�I3. S-.o, rv—w 'cm � J \r1! 1 bVS ) 1 0 i). ka r S _ _ �� >�7, Zo D Or-en M vi1 U 17 , ( vh %, Zoning: -T Setbacks OK? ' f- ? �� /�' S 'd_ ,f^t --6 �43 Lot Size: j3, �! Buildin Size: 4 D Y3 n!--- Y 6 4 Lot Coverage: 13193 2 - _? -l�a� FAR OK?. Height OK? max, 36 , L lu o � � S Parkin OK? ,of Critical Area? (J` .sl , Demo? U Historic Rev? Notice to Title? Lots of Record9 tz,-e r poRT1, 0�ys BUILDING PERMIT City of Port Townsend ' Development Services Department �wnsr� 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-145 Permit Type Residential - Single Family-New Project Name SFR W/GARAGE Site Address 2296 SEAVIEW DR. Parcel# 993800008 Project Description New SFR w/attached garage Fee Information Project Details Project Valuation $228,535.96 Dwellings-Type V Wood Frame 2,182 SQFT Plan Review Fee 1,115.50 Private Garages-Wood Frame 834 SQFT Energy Code Fee-New Single 100.00 Units: Heat Type: ELECTRIC FAU Family Unit Bedrooms: 2 Construction Type: V -B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 1.5 Occupancy Type: R-3 Unit-New Residential Plumbing Permit Fee per Dwelling 150.00 2 )�D f LOO 2 'E((Ug}�6E a00M Unit-New Residential _ / � PLAN REVIEW DEPOSIT 150 150.00 �� ` �- stfi `f � P cSS PLAN REVIEW REFUND 150 -150.00 �iLK (1{�IO�— 1 ZI z1/0 l Building Permit Fee 1,716.15 State Building Code Council Fee 4.50 Technology Fee for Building Permit 34.32 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 3,283.47 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 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 pen-nit 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 ' _ A O - , C!.d Ll-:, Date Issued: 09/17/2009 Q Issued By: SWASSMER Signature if L4- Date I - 1 -2—0 7 Date Expires: 03/16/2010 pOR7T��ys BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-145 Permit Type Residential - Single Family-New Project Name SFR W/GARAGE Site Address 2296 SEAVIEW DR. Parcel# 993800008 Project Description New SFR w/attached garage Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Ballenger Donald D Owner Ballenger Donald D Contractor Estes Builders Llc Rick Gross (360)683-8756 STATE estesbl981dl 03/13/2010 ***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 PTNIC 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: 09/17/2009 Issued By: SWASSMER Signature Date Date Expires: 03/16/2010 Development Services o�Qoarro�y 250 Madison Street Suite 3.,- i -Port'Townsend WA 98368 W ;... Phone:'360 379�5095.. °Fax 360 344-4619, q�wns> www.cityofpt:us Residential Building Permit Application Project Address: Legal Description (or Tax#): Office'UsWOnly S'CA016v QROJ6 Addition: SEAV►F(,j ES-rArr:S # ! Permit#BLD09 ,y Zoning: ^1 Block: Associated Permits Parcel# 5M 00009 Lot(s): Project Description: EWE,LC F&A ILy ALS I0CNCE WTH SAW O GOACIE w ➢ Applications by mail must include a check for initial plan review fee of$150 for projects valued over$15,000. See Page 2 for details on plan submittal requirements. Lender Information: Property Owner/Applicant: Lender information must be provided for projects Name: L)nA/4, CAROL A4LLEN6E(L over$5,000 in valuation per RCW 19.27.095. Address: 60 N007N((, 0% U"P, Name: FIr41 t FEOE1taL U01166,f. l.04 N City/St/Zip: SCQLt4/Vk, WA. 9 8J8,,1- Phone3db)69I - y010 Project Valuation: $ s60; 000 Email: Building Information(square feet): 1"floor 1 Garage: Q?y 2nd floor Deck(s): Contact/Representative: r 3`d floor Porch (es): Name: RiQC QZnSS , r~ rCS RU1LDE6.a • Basement: is it finished? Yes No Address: .2?4 E. U�16.f1,ltr/(,TOrr Sr. Carport: Other: City/SUZip: .f Fo"LlAA.� , LUA , U�f A Manufactured Home❑ ADU❑ Phone: I s150) 6 S 3-$7 S6 /,;6Q) q 6 -19�p New Addition❑ Remodel/Repair❑ Email: i I CIG Ob. Heat Type: Electric Heat Pump Other Contractor: ❑ Same as Owner Total Lot Coverage(Building Footprint):* Name: C S i E S P' ckl L ymE Square feet: 9 32 % 16 S Address: 214 F. W✓AM(rrc>ToN CT• Impervious Surface:* City/St/Zip: JMU.W r MIA. q 9?S Square feet:___0_f_(z *Total existing&proposed Phone:( �6a) 6 �3 • 2 7 S What year was the structure built? Email: kI CX A CST6S/SUC 1 OE2J, C1WM If work includes demolition, see Page 2. State License#: F STU 8 L 9 Q 1 D L Exp: 3 13 6 Any known wetlands on the property? Y N City Business License#: � Any steepp-osI pest>>15°0 ?' y� IV 2 1 rti Ir II_ Ir`i II I� 1 f11 I hereby certify that the information provided is correct,that I am either the owner,or rytfMIAIRT behalf of the owrier, and that all activities associated with this permit will be in accordance with State La agnd,tMU�icipal(de. Print Name: 01 CIC. GXOSE UJ L Signature: cr U—f, Dat TOW'NSEND Page 1 of 2-5/14/2009 Rick Gross C istomer Service Manager rick@estesbuilders.com (800)630-4399 toll-free CELL, - y 61- 19 9 0ESTES BUILDERS P.O.BOY 1377 rprr�'_V�w SFQL1U%1,AVA 9S3S2 360.68 3.87 36 P 360.681.7127 1= ,,w.cstesbuildcrs.com GSTESBI-98 1 PI. 1 �. .11, I RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. -RResidential permit application. 1'Washington State Energy&Ventilation Code forms RrTwo (2) sets of plans with North arrow and scaled, no smaller than %<"= 1 foot: r.'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 O'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) 1-17. 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. Wall 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 O-Exterior elevations (all four)with existing slope of the land in relation to all proposed structures -=PIf architecturally designed, one set of plans must have an original signature �If engineered, one set of plans must have one original signature P-For new dwelling construction, Street& Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee(HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2-5/14/2009 S�Z�NN6 o Lc C- _ L[�JV0 SteU Pv+I . s�ti v�y of QpRT Tp� City of Port Townsend Development Services Department ° a 250 Madison Street, Suite 3, Port Townsend, WA 98368 _ =. (360) 379-5095 FAX(360) 344-4619 9� WAs August 5, 2009 Mr. Rick Gross Estes Builders 239 East Washington Street Sequim, WA 98382 Regarding: Land Use Permit LUP09-059, Critical Area and Shoreline Exemption Applications Dear Mr. Gross: This letter is a follow-up to my July 27, 2009 email regarding the above application received July 23, 2009. Per Port Townsend NIunicipal Code section 20.01.1 10, this letter is to serve as the determination within 28 calendar days after receiving the project application that the application is incomplete. In order to make the application complete, the following must be submitted: 1. As stated on the submittal checklist, the latest list of tax parcels and their owners within 300 feet of the property, prepared by a Title Company, with said owner's names and addresses typed on mailing labels. 2. A site plan indicating the total amount of impervious surface (i.e. building roof areas and driveways). The maximum impervious surface is 30%, due to the geologically hazardous slope designation. You have 120 calendar days from the date on this letter in which to submit the necessary information to the City. Within 14 dads after submitting this information, we will make the determination if the application is now complete or still incomplete. If we do not receive the information within 120 calendar days, we will consider LUP09-059 to be incomplete and abandoned per PTMC 20.01.1 10. The Critical Area application, Shoreline exemption application, and building permit application are on hold until we receive this information. We hope to receive the information soon, and look forward to working with you. If you have questions in the meantime, please contact me at (360) 385-0644. Sincerely, ''b -- ^ Suzanne Wassmer a _ Land-Use Develo went Specialist 1 -N2 Cc >Mr and�Mrs�Ballenprer,,� _ =�...y,.r :-�.a-� -�•- `"-�8+"'__ tip....-vim �G,.�-�-^�- C''t_ � r-.�.i�N JATIONAL MAIN STREET COMMUNITY WASHINGTON'S HISTORIC VICTORIAN SEAPORT � M 14-6-0 26-0-0 31-0-0 - y`��--llLL... LL:. LL_LL �LL�LL �-Io_..LL p.LL LL LL •�/eO So 1 — y�9 � >,� so � 11 L/�I.� I_S011 ' 'rG -- S03 S03f— F13(4—)_— ' sol F02 F03 \ u= _% T_18 F04 T2 F05 1F06 \ _ �_07 � F09 v _ o IF08 o F07 7 _ F06 T24 msN__{s{ / \ IFOS Ju4 T28 ju ICI F04 T —1 IF03 — 1 Iv T15 29 T2 — �� v F02 — / \ T14I `F�01 G/ o rq__trIIo�ll � msn2a o�—II F14 9a - III I �—T I_\_ T1 � qI S02 —— "—— SQL— - Q�_IILL�LL_II LL�I U. LL—ILL__1LL 'y�, �S02 S02 S01 IIII III I„„III IIIIII S01 �LLJILLJll�1—IrlLL 'i—ii—T LL�JLLL�ILLL_ O— 'yN I 14-6-0 �. 26-0-0 31-0-0 , ' iwvrii� AUG - 7 2+J09ESTES BUILDERS 2009-626R B90647. SALES: CITY OF FORT TOWNSEND SALES:SHON H(425)471-0722 1-800-523-3847 DS 1) 14-6-0 26-0-0 31-0-0 .0 yn o to io 0 0 0 0 0 o io to p I rO LL LL LL LL LL ILLIIp IILL ILL �LL �LL ILL (LL Q- O O � < __ DSO] � SO — "l��\ (A N (n ft II IILL LL %4G 5�03 1 soil _ _�_ �02 NI� Q IA—�,i T19 T2 03 -T_18 T2 E04 T2 - = 07 O _ _ 11 (5), F _ 08 09 T)8(, ) =1 i -10 0 10 / ^I co R08 s T17 Q 0 I o 07 III 06 T24 jui 04 03 I zo T2 T15I �. -„ I L f Ip _�I_ m Fi4( / -- --- T13i _02 -- 01 / S011 T11 — -- --i II S03 / i \ S03 _-Jti— U- LLJL tlL _ LLL_-fiLL ISO iI i� I I`, a S02 S F �I S01 IL LL—LL-..LL__101—�LL—�_LL_LL—ILL_II101- II j ) L4'- 101..��11f it I/ I� 14-6-0 26-0-0 31-0-0 I ESTES BUILDERS 2009-626R - 89064716 GIIY G;Pu;ii it ,,r,�;f-iVU 1-800-523-3847 SALES:SHON H(426)471-0722 CI% .Fax To: Rick Gross From: Esther Fax: 360-"1-79 27 Pages: 3 Phone: Date: 08/04/09 Re: Don Ballenger CAC; ❑ Urgent X For Review ❑ Please Comment Please Reply ❑ Please Recycle e Comments: Please Call if you have any questions_Thanks 360 683 6300 Mailing Address:Soils Application—PO Box 387—Cadsborg,WA 98324 Physical Address:Soils Application 863 Carfsborg Rd Suite A Sequim,WA 98382 DE � � AUG - 7 2009 CITY OF PORT TOWNSEND DJD www.soitsapplir-ation.com Soils Applications, Inc. PO Box 387 Invoice Carlsborg, WA 98324 NNNEM 8/20/2009 8/4/2009 2837 Bill To Donald Ballenger 60 Northridge Lane Sequim, WA 98382 Please check box if address is incorrect or has changed,and indicate change(s) on reverse side. New e-mail address?Enter here: $250.00 Soils Applications, Inc. PLEASE DETACH AND RETURIN TOP PORTION Wl n1 YOUR PAYMENT. PO Box 387 Carlsborg, WA 98324 Jefferson Soils __. Jefferson Soils Analysis without Excavator Sales Tax 250:00 :; 250.00 8.40% 0.00 There will be a $25 charge for all returned checks. 10% Total $250.00 interest will be assessed on all unpaid balances after 90 Payments/Credits days. For billing inquiries. 360 683 6300. $O.00 Balance Due $250.00 J 1 Jefferson County Environmental Health Dept_ 615 Sheridan St., Port Townsend, WA 98368 SOIL EVALUATION Property Owner-Don Ballenger System Designer-Soils Applications Inc ERIC HIBBARD LEGAL DESCRIPTION: Section-33 Township-3 IN Range-1 W_Parcel#993-800-008 Subdivision:Sea View Estates Division Block Lot(s)-8 Date Logged: 08/04/09 Logged by: Eric Hibbard Include soil textural characteristics and depths at which significant changes occur. Be sure to include depth where mottling or impermeable layers occur. SOIL LOG#1 Health Dept. Comments: 0" to 8" Dark Loamy Fine Sand 8" to 14 Yellowish Brown Loamy Fine Sand 14" to. 35": Grey Very Gravelly Medium Coarse Sand 35" to 62": Mottled Clay Loam Observed water table Roots to 35" SOIL LOG #2 Health Dept. Comments4 0" to ,. 6": Dark Loamy Fine Sand 6" to :.1.2": Yellowish Brown Loamy Fine Sand 12" to 24". Grey Very Gravelly Medium Coarse Sand 24" to 64" Mottled Clay Loam Observed water table Roots to 24" r • J 2006 Washington State Energy Code - Prescriptive TABLE 6-1 PRESCRIPTIVE REQUIREMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Glazing Glazin U-Factor Wall 12 Wall' Wall. Slat/ Option Area . Doors Ceiling2 Vaulted Above int° ext° Floors on %of Floor Vertical Overhead" U-Factor Ceiling Grade Below Below Grade Grade Grade 1. 10% 032 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 Il.* 15% 035 0.58 0.20 1 R-38 R-30 R-21 R-21 R-10 R-30 R-10 III. 25% 0.40 0.58 0.20 R-38/ R-30/ R-21/ R-15 R-10 R-30/ R-10 Group R-I U=0.031 U=0.034 U=0.057 U=0.029 and R-2 Occupancies Only IV. Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancies Onlv V. Unlimited 0.35 0.58 020 R-38! R-30/ R-21/ R-15 R-10 R-30/ R-10 Group R-I U=0.031 U=0.034 U-0.057 U=0.029 and R-2 Occupancies Only * Reference Case 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1. Minimum requirements for each option listed. For example,if a proposed design has a glazing ratio to the conditioned floor area of 13%,it shall comply with all of the requirements of the 15%glazing option(or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3_ 'Adv'denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both(a)the distance between the top of the ceiling and the underside of the roof sheathing is less than 12 inches and(b)there is a minimum 1-inch vented airspace above the. insulation.Other single rafter or joist vaulted ceilings shall comply with the"ceiling"requirements.This option is limited to 500 square feet of ceiling area for any one dwelling unit. 4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10,or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material,manufactured for its intended use,and installed according to the manufacturer's specifications. See Section 6022. 5. Floors over crawl spaces or exposed to ambient air conditions_ 6. Required slab perimeter insulation shall be a water resistant material,manufactured for its intended use,and installed according to manufacturer's specifications. See Section,602.4. 7. Int.denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. 9_ Doors,including all fire doors,shall be assigned default U-factors from Table 10-6C. 10. Where a maximum glazing area is listed,the total glazing area(combined vertical plus overhead)as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor-o.f-U-0..40.or-less-is11-Jn'ot-Ii�nclud in glazing area limitations. � E. 0 E u U k 11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 o+''specLiL��fied-in'Section 5D2" .5. 12. Log and solid timber walls with a minimum average thickness of 3.5"are exempt frb�7thts insulation requirement. JUL 2 3 2009 Effective July 1,2007 CITY OF PORT T0061 ition DSD P '- ,. _ 5 __ . . , A � N �,,,, Q � � � ggg; t � t �' ,, i nJ PORT TO�y o y City of Port Townsend s�o Development Services Department = = 250Madison Street, Suite 3 9� w Port Townsend, WA.98368 (360)-379-5095: Fax: (360)344-469 Washington State Indoor Air Quality 2006 Residential Construction Checklist for Zone 1 This form is to be completed in addition to prescriptive compliance form or component performance compliance calculations. Please answer the following questions: VENTILATION REQUIREMENTS FOR INDOOR AIR QUALITY: What kind of ventilation will be used throughout the house: ❑ Exhaust Option XHVAC Integrated Option If you chose "Exhaust Option," complete the following: • Where is your whole house fan located (what room, etc.)? • What size is the whole house exhaust fan? See table below: Floor Bedrooms Area,ft2 1 2 or less 3 4 5 6 7 8 Min Max Min Max Min Max Min Max Min Max Min Max Min Max <500 50 75 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 70 105 85 128 100 150 115 173 130 195 145 218 1001-1500 60 90 75 113 90 135 105 158 120 180 135 203 150 225 1501-2000 65 98 80 120 95 143 110 165 125 188 140 210 155 233 2001-2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 2501-3000 75 113 90 135 105 158 120 180 135 203 150 225 165 248 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 3501-4000 85 128 100 150 115 173 130 195 145 218 160 240 175 263 4001-5000 95 143 I10 165 125 188 140 210 155 233 170 255 185 278 5001-6000 105 158 120 180 135 203 150 225 165 248 180 270 195 293 6001-7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 7001-8000 125 188 140 210 155 233 170 255 185 278 200 300 215 323 8001-9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 >9000 145 218 160 240 175 263 190 285 205 308 220 330 235 353 *For residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. • Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, kitchen, etc., not bathrooms or utility rooms). What type of fresh=ai-inl�ill fbe iu style�? ❑ Window Port ® l5 ❑ Wall Port See next page JUL 2 3 2009 CITY OF PORT TOWNSEND DAD C:\Documents and Settings\markp\Local Settingffemporary Internet Files\Content.Outlook\YCFWUM82\Checklist-Indoor Air Quality Am � . ' � (+� 1 �^` V C V�y� /ii' II I TYPE OF HEATING: • Electric: ❑ Wall Heater ❑ Baseboard Electric Forced Air ❑ Boiler • Non-Electric: ❑ Propane ❑ Oil Heat Heat Pump ❑ Boiler VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: • Floors: Plywood with exterior glue ❑Poly plastic (greater than or equal to 4 millimeter thick) ❑Backed baits • Walls: ❑Poly plastic (greater than or equal to 4 millimeter thick) ❑Face-stapled, backed batts ALow-perm paint • Ceilings: ❑Not required where ventilation space averages greater than or equal to 12 inches above insulation ❑Face-stapled, backed batts ❑Poly plastic (greater than or equal to 4 millimeter thick) Xow-perm paint HEAT PUMP EFFICIENCY: As listed in the ARI directory, heat pump efficiency shall be met as follows: Split system, air source heat pump: HSPF greater than or equal to 6.8; COP greater than or equal to 3.0 ❑Single package, air source heat pump: HSPF greater than or equal to 6.6; COP greater than or equal to 3.0 ❑Water source heat pump: COP greater than or equal to 3.8 ❑Ground source heat pump: COP greater than or equal to 3.0 /q CENTRAL COMBUSTION HEATING SYSTEM AFUE: As listed in the GAMA Directory, the central combustion heating system AFUE rating shall be: ❑Greater than or equal to .78 (Med. Prescriptive Options &Chap 5 Calculation) ❑Greater than or equal to .74 (low Efficiency Options) ❑Greater than or equal to .88 (High Efficiency Options) ❑Other (as per Systems Analysis Qualification) C:\Documents and Settings\markp\Local Settings\Temporary Internet Files\Content.Out]ook\YCFWUM82\Checklist-Indoor Air Quality.doc s STRATUM GROUP P.O.Box 2546,Bellingham, WA 98227 Phone(360)714-9409 September 17,2008 Don Ballenger 60 Northridge Lane Sequim, WA 98382 . Re: Geology Hazard Assessment Tax Parcel 993800008 Port Townsend, Washington Dear Mr. Ballenger: I visited the property in August 2008 to evaluate the slope stability of subject property. The purpose of the site visit was to assess the geologic stability of the site including the criteria set forth in City of Port Townsend's Environmentally Sensitive Areas(ESA) Ordinance, PTMC 19.05. Based on my inspection of the property and vicinity, a residence can be constructed with 44.75 feet of the top of the shoreline slope without being at risk from geologic hazards for the expected life of the structure(75 years). The property is located in a geologically hazardous area as per the Port Townsend's ESA and per my own view of slope stability and processes controlling the stability of the site. Portions of the steep slope are considered geologically hazardous as per PTMC 19.05(B). However,the upland area on the property is stable, has adequate space for development purposes and can be developed in a manner that will not create instability or harm to other properties or public resources as long as the recommendations made in this report are followed. GENERAL GEOLOGY Northwestern Washington has been occupied by continental glaciers at least four tunes during the Pleistocene Epoch(1.6 million to 10,000 years ago).During these glacial-and accompanying interglacial periods, the underlying bedrock was deeply eroded. The Surficial Geologic Map of the Port Townsend 30-by 60-Minute Quadrangle Puget Sound Region, Wasj on(Pessl, Dethier, Booth and Mlnard, 1989) indicates that the subject property is underlain by glacial till. The Geologic Man of Northeastern Jefferson County. Washington (Gayer, 1976) indicates that the site is underlain by glacial till as well. The map further notes that the bluff is underlain by glacial till at the top followed by Vashon advance outwash and pre-V EEO fstr fi A d�pov itt Site observations on the upland portion of the subject property are co sis Itt with the above- described mapping although it is unclear if the advance outwash is present or i jkitLat igie sI^55-'ct property. An older glacial till is exposed along the base of the bluff to the test and east and the subject property, but was not present at the subject property or along most 61 this-shoreline-reac . Most of the bluff consists of sand, gravel and silt layers consistent with alluvial nverKdepos t September 17,2008 Tax Parcel 993800009,Port Townsend,WA Geology Hazard Assessment Blocks of silt within coarse grained sand and gravel are consistent with river bank collapse blocks into deeper fast moving channels. The waterways of Puget Sound are primarily the result of glacial erosion and under ice glacial melt water having carved deep channels into the land surface. Since the end of the last.glaciation approximately 14,000 years ago the land has completed its rebound from the weight of the glacial ice. Wave action has eroded the shoreline back to what is now the base of the bluff. The steep bluff formed by waves eroding the base of the bluff.- Over time the bluff is undermined and oversteepened and the upper parts of the bluff collapse down onto the beach below. Wave action removes the failed soils and the process repeats itself. SPECIFIC SITE OBSERVATIONS The upland portion of the subject property consists of a level to gently sloping area underlain by sandy to gravely glacial till in a very-compact condition. The western fifth of the upland portion subject property is grass covered. The.eastern four fifths of the upland is brash and grs covered with rose being the predominant brush. Much of the brush had been mowed so that the brush was short. The upland area is bounded on the north by a north facing shoreline bluff slope. The bluff slope is approximately 80 feet high. The overall bluff slope is approximately 55 degrees; however approximately half of the height of the bluff is very nearly vertical or vertical. The eastern half of the upper portion of the bluff slopes at approximately 45 degrees and is covered with brush and low trees growing pine trees. Tne rest of the bluff slope is bare soil due to the steepness or recent soil raveling with a few areas of grass and brush. A prism of sand and gravel from raveled material above covers the base of the slope.No areas of water seeps or vegetation indicating seasonal water seeps were observed anywhere on the shoreline slope. The beach at the base of the slope is a sand and gravel with a scattering of boulders. During times of high water combined with storm waves the base of the bluff is eroded.Numerous areas of recent slope failures are evident along this section of shoreline. The beach in front of the property appears to be in good condition. Long shore drift moves sediment from the west to the east along this section of coast. Very little shoreline armoring has taken place along the bluff to the west. Hence sediment supply to the.beach remains near natural conditions. Saainm croup . File:8.4.08 2 � s September 17,2008 Tax Parcel 993800009,Port Townsend, WA Geology Hazard Assessment Port Townsend Geologically Hazardous Areas Evaluation As per Port Townsend's Code 19.05.100 B 1 through 6 the following classification criteria were evaluated to determine if the subject property is located in a geologically hazardous area. Based on this evaluation and the conditions described in the above sections,the shoreline bluff slope and areas near the top of the shoreline bluff slope on the subject property are located in a geologically hazardous area. 19.05.100B1:Any area containing soil or soil complexes described or mapped within the United States Department ofAgriculture/Soil Conservation Service Soil Surveyfor Jefferson County as having a severe to very severe erosion hazard potential. Soils underlying the upland area of the property are primarily very compact glacial till and are not prone to severe erosion. The sandy soils on the shoreline bluff slope to the north of the subject property subject property potentially are subject to severe erosion because of the low cohesive strength of the soils. However,the sandy gravel soils on the slope are very permeable and not subject to surface water flow. The risk of erosion of these soils is from wave action at the base of the steep slope or the loss of cohesion if vegetation cover on the slope is removed. Discharge of storm water onto the slope could cause erosion. 19.05100B2:Any area with slopes greater than 15 percent with impermeable soils(typically silt and clay)frequently interbedded with granular soils(predominantly sand and gravel); and springs or ground water seepage from perched water tables or potentially unstable slopes. Slopes on the upland area of the property are well under 15 percent. However,the shoreline bluff slope to the north side of the subject property down to the shoreline is greater than 100%. However,there is no evidence of perched water, springs or seeps seasonal or otherwise on the steep shoreline slope. 19.05.IOOB3:Any area potentially subject to mass movement due to a combination of geologic, topographic, hydrologic factors, but not limited to those areas mapped or described by the Soil Conservation Service, Washington State Department of Ecology, Department of Natural Resources or U.S. Geologic Service. The classification may be based on performance standards rather than mapping. Indications of shallow rapid mass wasting are apparent on the steep shoreline bluff slope to the north of the subject property and on-the steep shoreline bluff slope to the west and to the east of the subject property. The mass wasting is the result of wave action undermining the base of the slope and causing the slope to become over steep. The slope at the subject property is not st MWM Group File:8.4.08 3 September 17,2008 Tax Parcel 993800009,Port Townsend,WA Geology Hazard Assessment currently significantly undermined as the beach at the base of the slope is well built up and a prism of past soil raveled off of the bluff face is present at the toe of the slope. However,over time it is likely that this soil will be removed by wave action and additional over steepening of the slope will take place. 19 05.10OB4:Any area potentially unstable as a result of rapid stream incision, stream bank erosion or undercutting by wave action. The shoreline bluff slope is steep enough from past wave action that the slope itself and the area immediately adjacent to the slope is potentially unstable due to past wave action and future wave action will increase instability on the bluff slope. Portions of the subject property near the steep shoreline bluff are at risk of becoming unstable due to wave erosion at the base of the bluff. 19.05.100135:Any slope of 40 percent or steeper. Slopes on the shoreline bluff are greater than 40 percent. The shoreline slope is has an overall slope of approximately 55 degrees with areas that are vertical or nearly vertical. Essentially all slopes on the bluff are greater than 40%. 19.05.10OB6:Areas subject to severe risk of damage as a result of earthquakes, slope failure, settlement, soil liquefaction or faulting. These areas are identified by the presence ofpoorly drained soils (greater than 50 percent silt and less than 35 percent coarse material) loose sand or gravel,peat, artficial fill and landslide materials or soils with a high organic content. Soils on the site are well drained and are very compact and are not susceptible to earthquake induced mass movement. An earthquake may generate sufficient force to trigger shallow soil. failures on portions of the.slope that have been oversteepened by wave action. CONCLUSION AND RECOMAMNDATIONS Based on my assessment of the site, it is my opinion that development can take place on the site as long as the recommendations of this report are followed. This section presents conclusions about the stability of the site and erosion of the shoreline and provides recommendations per Port Townsend code as to the setback from the steep shoreline bluff. Observations along the shore and the top of the bluff indicate that the primary cause of slope instability is the undermining of the base of the bluff by wave action. Sandy deposits at the lower portion of the bluff will be susceptible to wave action erosion when exposed to waves. Over time as these soils are eroded, the upper very compact soils on the steep slope will become Stratum Group File:8.4.08 4 • s September 17,2008 Tax Parcel 993800009,Port Townsend, WA Geology Hazard Assessment undermined and will ultimately fail as well. Portions of the shoreline bluff to the north of the subject property are very steep and exposed soil is present on these steep sections. Shallow slab failures and minor toppling should be anticipated as well as ravelly of sand and gravel off of the bluff face where bare soil is exposed. Based on my observations of the scale of failures along the upper bluff and along bluffs with similar geologic conditions, it is my opinion that these shallow slab and toppling type failures will involve soil in an area above the failure that will be on the order of at most five feet and more likely just a couple of feet. The lower half of the slope is susceptible to erosion and slope failures. Over time this erosion will cause the further steepening of the upper sections of the bluff as the loose sand will be eroded away. For this shoreline bluff,the frequency of slope failures is highly dependent upon the erosion rate along the shoreline. Determining the erosion rate is difficult given the short time period of the local historic record and the harsh growing conditions on the bluff face in the area that greatly inhibits tree growth that could otherwise be utilized for determining the recurrence interval between slide events. Estimations of erosion rates are complicated by the fact that the bluff height varies along the shoreline reach,drainage and slope management on the developed properties and undeveloped properties likely has varied and changes in the geologic units along the bluff face all can play a role in erosion rates and slope angles. The property owner to the immediate west has indicated that he has not observed any slope failures affecting the top section of his bluff over a period of 40 years. This would imply a relatively low erosion rate. However, it should be noted that there have obviously been slope failures in the vicinity during that same time period that involved the top of the bluff including a portion of roadway to the east of the subject property. Based on other sites along the Straight of Juan de Fuca that I have made estimates on erosion rates using old aerial photographs and trees, an estimated rate of 4 inches per year would be a conservatively high rate for purposes of establishing an appropriate setback distance. Given the Potential for sea level rise a conservative value is prudent. The top of the bluff will not systematically retreat 4 inches per year, but the bluff will progressively get steeper and lower and mid slope failures will take place and eventually a failure Will take place at the top of the bluff. As noted above the size of top of bluff failures should be expected to be on the order of 5 feet at most. Stratum Group File:8.4.08 5 September 17,2008 Tax Parcel 993800009,Port Townsend,WA Geology Hazard Assessment RECOM MNDATIONS Setback from Top of Steep Shoreline Bluff The setback from the top of the steep shoreline bluff should be at least 44.75 feet. The setback from the top of the bluff was determined by a combination of the geology of the site and specific requirements in the Port Townsend Critical Areas Ordinance(CAO) and Shoreline Management Program(SMP). Port Townsend CAO 19.05.100 E sets buffers and setbacks for geologically hazardous areas. Port Townsend CAO 19.05.100 E 1 states Within the management zones established for marine bluffs and inland banks under subsections (D)(2)69(ii) and(W) ofthis section, the buffer width shall be established by an approved geotechnical report prepared by an engineering geologist with a Washington specialty license in engineering geology as specified in Chapter 18.220 RCW. The report shall be based upon the best available science, existing and proposed uses, risks of slope failure, and coastal erosion rates, if applicable. I am a licensed engineering geologist in the State of Washington and this report is based on.my use of the best available science,my interpretation of bluff and shoreline conditions and the expected impacts of the proposed use. The rationale and conclusions regarding conditions at the site and at the shoreline are described within the conclusion section of this report. Port Townsend Critical Areas Ordinance 19.05.100 D 2 f ii states All proposed development occurring within 50 feet of the crest of a marine bluff that exceeds a vertical height of 10 feet, or a distance equal to the height of the-slope up to a distance of I 00feetfrom the crest(measured from the top), whichever is greater, shall require preparation ofa geotechnical report. This area shall hereinafter be referred to as the "marine bluff management zone. " This report has been prepared to satisfy this requirement. Recommendations for the development of the site consistent with best management of the shoreline bluff slope are presented below. Port Townsend CAO 19.05.100 E 3 states For existing platted lots, a steep slope buffer less than that required for new subdivisions under subsection (E)(2) of this section may be permitted when necessary to allow development of a single-family residence; provided that the geotechnical report concludes that doing so would not result in an increased risk to people or property or Stndm Group File.8.4.08 6 September 17,2008 Tax Parcel 993800009,Port Townsend,WA Geology Hazard Assessment impacts to environmental processes. Additionally, proposals shall adhere to the within the shoreline jurisdiction SMP regulations applicable to the residential designation. Port Townsend CAO 19.05.100E 2 states For new short plats, subdivisions, binding site plans, and PUDs, a minimum buffer of SO feet shall be provided from the edge of all marine bluffs, and 25 feet from inland banks;provided that a reduction-in the required buffer width to a distance equal to the height of the slope may be permitted when the geotechnical report concludes that doing so would not result in an increased risk to people or property or impacts to environmental Processes. Erosion rates measured over the long-term 0-e., using at least a 75-year period shall be evaluated in any geotechnical report recommending a buffer minimum. Under no circumstance m width less than the applicable ay the buffer width for a marine bluff be less than a distance equal to the sum of the bluff erosion rate over at least 75 years plus 20 feet. And Port Townsend SMP Chapter presents policies and development regulations for shoreline development. Specific development regulations for geologically hazardous areas are DR-6.8.1 and DR-6.8.2. DR-6.8.1 states Section 19.05.I0043) of the PTMC allows for reduced buffers for existing platted lots when necessary to allow development of a single family residence. In no case shall the reduced buffer width be less than a distance equal to the sum of the blufj'erosion rate over at least 75 years plus 20-feet from the crest; ten feet from the sides and toe ofa marine bluff. DR-6.8.2 states Pursuant to the critical areas ordinance, surface drainage shall be directed away from marine bluffs. When no other solution is feasible, surface drainage piping may be located on the face of a steep slope when containedfe in a tight line (closed non-leaking pipe) and in such a way that erosion will no ess along the t be exacerbated and that physical acc shoreline is not degraded Furthermore, conditions may be applied to mitigate for aesthetic impacts of drainage systems as viewed from pubic areas. Under 10.05.100 E 2 the buffer width can either use 50 feet as a default buffer or can be reduced to no less than 44.75 feet. The 44.75-foot width is-derived from an erosion rate of 4 inches per year over 75 years equaling 24.75 feet plus the additional 20 feet required in the code to equal a total minimum buffer width of 44.75 feet. This same buffet,width would apply under DR-6.8.1 of the SMP. It is my opinion that the 44.75-foot setback buffer will not result in an increased risk to people or property or impacts to environmental processes. In regards to the surface drainage requirements in DR-6.8.2, drainage should be directed away from the top of the bluff and directed into level dispersion/infiltration trenches. stratum Group File:8.4.08 7 September 17,2008 Tax Parcel 093800009,Port Townsend,WA Geology Hazard Assessment Other Site Development Recommendations The following recommendations are meant to meet the requirements of PTMC 19.05.060 and 19.05.100 D in regards to development of a single-family residence near steep slopes as described in this report- Impervious Surface Area: PMTC 19.05.06 DA.a.restricts the impervious area to no more than 30%. The entire lot has slopes under 15%. The parcel is approximately 13,122 square feet and therefore the amount of impervious surface is limited to.3,963 square feet. Storm water: Storm water and site drainage should be directed towards the south as much as practical and dispersed into level dispersion/infiltration trenches or allowed to sheet flow off of paved surfaces. The upper part of the coarse grained till and overlying native topsoil is well drained and storm water should readily infiltrate into the ground as long as the dispersion trenches are constructed in the appropriate manner to allow for some storage in the surrounding backfill material. Clearing: The subject property has been previously cleared by mowing of brush and grass. Clearing of the building area should be done with minimal disturbance of native soils outside the proposed building area. Vegetation:Native rose is prevalent throughout the upland area of the property. Much of the rose has been mowed, but the rose should readily grow back.Native vegetation on the bluff slope consists of brush, grasses, rose and pine. Vegetation on the bluff slope should be left in tact to reduce the rate of slope failures. At present there are no invasive species of note on the site. The existing rose should keep any invasives in check as it is growing very well at this site. According to SW DR 5.9.14 15%of the site should be retain or be planted with native vegetation. Allowing the native rose brush to grow back within the most waterward portion of the buffer with some additional area along the side yard setback will readily accommodate this requirement. Given the dry harsh growing conditions, allowing the rose to reestablish naturally would be the most practical approach as this plant is predominant as the native- - species on this bluff area. In addition the rose will provide a natural protective hedge between the upland yard area and the very steep slope. Yard Waste and Debris:No debris or yard waste should be placed on the steep slopes of the Stratum Group File:8.4.08 8 September 17,2008 Tax Parcel 993800009,Port Townsend, WA Geology Hazard Assessment property. Yard waste eventually builds up and can form a wet unstable mass that will slide down the slope damaging the slope and increasing the rate of slope failures. Water Lines: No water lines should be buried within the 40 feet of the top the shoreline bluff slope. Stratum Group appreciates the opportunity to be of service to you. Should you have any questions regarding this geology hazard assessment or recommendations please contact our office at(360) 714-9409. Sincerely yours, Stratum Group Dan McShane,L.E.G., M.Sc. Licensed Engineering Geologist E "=�j MC---) Stratum Group File:8.4.08 9 • Figure 1. tocation 48008.269' N, 122048.272' AGS84. 122050.000' W 122049.000' W 122048.000' W WGS84 122047.000' W : r a" ci - v RI ' *.�'' �• L * -,3' 1'-' ..-..2 -,• -r `t' -�""" *�r�2 ems;'* '"''c-�r;a'" `fi -tf .i�- - ? fit"-..- .�. 3.3A'r-z- 5:�'y 't'�'is.''s-�� 'a` ¢-�s ''M1' rrs� `13."^T-•:r"s" _ :'Y ' -.f .�� •` .. t...r � '`" C�•'+.:. s-+�' Yy"ss„✓ �"`" - 'r-h" r fit' Kew 2� s 2 5 - I „-- �` .�E" .3•:2 "`. - - F t v'tg 2 '� -a-� ,'K- a- a."y ....ysa*, .r .- 1.-'-tip--r ,e, may^ 3s �` <.�, s l Qom'-u''� rr�,G iWMV..�;w�. yyt. -S- "��,c' ^-•"§.- .`c. 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Copyright 2009 www.mecaenterprises.com Date 8/6/2009 Project No. 09171 Company Name ZENOVIC & ASSOCIATES, INC. Designed By SRH Address 301 EAST 6TH STREET, SUITE 1 Description SFR FOR BALLINGER City PORT ANGELES Customer Name ESTES BUILDER State WA Proj Location SEA VIEW DRIVE, PORT TOWNSEND, File Location: \\Zen-server\data\Active Projects\09171 ESTES-BALLINGER\ENG\STRUCTURAL\WIND LOADING.wnd User Input Data: Basic Wind Speed(V) = 100.00 mph Structure Type = Building Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 8 : 12 Slope of Roof(Theta) = 33.70 Deg Ht: Mean Roof Ht = 20.17 ft Type of Roof = Hipped RHt: Ridge Ht = 27.00 ft Eht: Eave Height = 13.33 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 2301.00 ft^ 2 Bldg Length Along Ridge = 71.50 ft Bldg Width Across Ridge= 41.00 ft Main Wind Force Resisting Sys tem(MWFRS) Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi Enclosed Bldg +GCpi = 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6-6 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems(Method 2) MWFRS-Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(psf) -GCpi(psf) --------------- ------ ---------- ---------- Leeward Walls -0.50 -11.89 -4.82 Side Walls -0.70 -15.24 -8.16 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft ------------------------------------------------------------------------------ 27.00 0.96 1.00 20.90 10.68 17.75 22.57 3.23 3.23 25.00 0.95 1.00 20.57 10.45 17.53 22.34 11.22 26.42 20.00 0.90 1.00 19.63 9.81 16.88 21.70 18.97 73.86 15.00 0.85 1.00 18.47 9.02 16.10 20.92 26.45 139.98 10.00 0.85 1.00 18.47 9.02 16.10 20.92 33.93 224.80 5.00 0.85 1.00 18.47 9.02 16.10 20.92 41.41 328.32 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof Location Cp +GCpi(psf) -GCpi(psf) ----------------------- ------- ---------- ---------- Windward - Min Cp -0.20 -6.88 0.20 Windward - Max Cp 0.28 1.14 8.22 Leeward Perp to Ridge -0.60 -13.57 -6.49 Overhang Top (Windward) -0.20 -3.34 -3.34 Overhang Top (Leeward) -0.60 -10.03 -10.03 Overhang (Windward only) 0.80 12.56 12.56 MWFRS-Wall Pressures Parallel to Ridge Wall Cp +GCpi(psf) -GCpi(psf) --------------- ------ ---------- ---------- Leeward Walls -0.35 -9.41 -2.33 Side Walls -0.70 -15.24 -8.16 Elev Kz Kzt qz ----Windward Wall---- Total Shear Moment ft psf +GCpi -GCpi +/-GCpi Kip K-ft ------------------------------------------------------------------------------ 27.00 0.96 1.00 20.90 10.68 17.75 20.08 1.65 1.65 25.00 0.95 1.00 20.57 10.45 17.53 19.86 5.72 13.47 20.00 0.90 1.00 19.63 9.81 16.88 19.21 9.66 37.61 15.00 0.85 1.00 18.47 9.02 16.10 18.43 13.43 71.20 10.00 0.85 1.00 18.47 9.02 16.10 18.43 17.21 114.23 5.00 0.85 1.00 18.47 9.02 16.10 18.43 20.99 166.71 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg Roof - Dist from Windward Edge Cp +GCpi(psf) -GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 10.1 ft -0.90 -18.58 -11.50 10.1 ft to 20.2 ft -0.90 -18.58 -11.50 20.2 ft to 40.3 ft -0.50 -11.89 -4.82 40.3 ft to 71.5 ft -0.30 -8.55 -1.47 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Transverse Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf -------- --------- --------- --------- --------- --------- --------- 1 0.56 0.18 -0.18 19. 66 7.47 14 .55 2 0.21 0.18 -0.18 19.66 0.59 7.67 3 -0.43 0.18 -0.18 19. 66 -11.99 -4 .92 4 -0.37 0.18 -0.18 19.66 -10.81 -3.74 5 -0.45 0.18 -0.18 19.66 -12.39 -5.31 6 -0.45 0.18 -0.18 19.66 -12.39 -5.31 lE 0.69 0.18 -0.18 19. 66 10.03 17. 10 2E 0.27 0.18 -0.18 19.66 1.77 8.85 3E -0.53 0.18 -0.18 19.66 -13. 96 -6.88 4E -0.48 0.18 -0.18 19.66 -12.98 -5.90 1T * * * * 1.87 3.64 2T * * * * 0.15 1.92 3T * * * * -3.00 -1.23 4T * * * * -2.70 -0.93 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf -------- --------- --------- --------- --------- --------- --------- 1 0.4 0.18 -0.18 19.66 4.33 11.40 2 -0.69 0.18 -0.18 19.66 -17. 10 -10.03 3 -0.37 0.18 -0.18 19.66 -10.81 -3.74 4 -0.29 0.18 -0.18 19.66 -9.24 -2. 16 5 -0.45 0.18 -0.18 19. 66 -12.39 -5.31 6 -0.45 0.18 -0.18 19.66 -12.39 -5.31 lE 0. 61 0.18 -0.18 19.66 8.45 15.53 2E -1.07 0.18 -0.18 19.66 -24 .58 -17.50 3E -0.53 0.18 -0.18 19.66 -13.96 -6.88 4E -0.43 0.18 -0.18 19.66 -11. 99 -4.92 1T * * * * 1.08 2.85 2T * * * * -4.28 -2.51 3T * * * * -2.70 -0. 93 4T * * * * -2.31 -0.54 Project Name = ESTES-BALLINGER Date = Thu Aug 06 11:53:23 PDT 2009 Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 98368 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.267 (Ss) 1.0 0.461 (S1) Period Maximum Sa (sec) (g) 0.2 1.414 (Ss) 1.0 0.520 (S1) Period Minimum Sa (sec) (g) 0.2 1.150 (Ss) 1.0 0.425 (S1) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 98368 Spectral Response Accelerations SMs and SM1 SMs = FaxSs and SM1 = FvxS1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.267 (SMs, Fa = 1.000) 1.0 0.710 (SM1, Fv = 1.539) Period Maximum Sa (sec) (g) 0.2 1.414 (SMs, Fa = 1.000) Period Minimum Sa (sec) (g) 0.2 1.196 (SMs, Fa = 1.040) 1.0 0.670 (SM1, Fv = 1.575) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 98368 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.845 (SDs) 1.0 0.473 (SD1) Period Maximum Sa (sec) (g) 0.2 0.942 (SDs) 1.0 0.520 (SD1) Period Minimum Sa (sec) (g) 0.2 0.797 (SDs) 1.0 0.780 (SM1, Fv = 1.500) I I I 1 1 -2. hi _11-I C-17 1 77-1 1 1 117 1 i ! HiM 111111 HIM+! j I 111HIM ; Ll Z U �r _T_ I TOS 7 LA, v 4- tz�� L 17 1?�T v! 01 -71 I I j I I �i I ! ! I ; � I I ! h�I I ! �-ti- I I i ! i I I � 1 I I i I I 7� I v Milli 11 11 it it R, 16,00, 111111IMMIL-i IIIIH I 111HIMi ! HIM HHIMIll 11111111111111111 ! HIHILM Ililli ;III HIM 11111 MM M I . LI . ILL I I M i I I I I I I i I 1 1 1 1 1I 1 1 1 -1 i I ii � � i l ! I�? �� _; !5.2-� iS1 I i I I l i �i ( i 1 ! i l ! UU5er PIO b7, 2-ct�:;;V i I I i I I cnr� fV7G: -j FFF I 111 71111 M-- iiiiii (D I I i P illI II I III I l It II!pV 1 lilt 1 vt W, I I I BO�SE" Sin; 3-1/8" x 12" BOISE GLULAM7 t•F-V4/DF Roof Beam1RB01 BC CALCO 2.0 Design Report-US 1 span No cantilevers 1 0/12 slope Friday,August 07,2009 07:39 Build 285 File Name: BEAMS AND HEADERS Job Name: 09171 ESTES BALLINGER Description: RB01 Address: SEA VIEW DRIVE Specifier: City,State,Zip: PORT TOWNSEND,WA Designer: Customer: Company: ZENOVIC ASSOCIATES, INC. Code reports: ICBO 5745, LA-01365 Misc: 1___10 12 i 1 , MAR .c". £ � �+'ARI' .a#._. 19-00-00 BO,3-1/2- 61,3-1/2" DL 870 Ibs DL 870 Ibs SL 1,306lbs SL 1,306lbs Total Horizontal Product Length=19-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 19-00-00 15 25 05-06-00 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 9,845 ft-Ibs 57.1% 115% 3 1 -Internal Completeness and accuracy of input must End Shear 1,881 Ibs 24.7% 115% 3 1 -Left be verified by anyone who would rely on Total Load Defl. U296(0.752") 60.8% 3 1 output as evidence of suitability for Live Load Defl. U493(0.451") 48.7% 3 1 particular application.Output here based Max Defl. 0.752" 75.2% 3 1 on building code-accepted design Span/Depth 18.5 n 1 properties and analysis methods. P P Installation of BOISE engineered wood products must be in accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Dim.(L x W) Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 3-1/2"x 3-1/8" 2,176 Ibs n/a 30.6% Unspecified or ask questions,please call B1 Wall/Plate 3-1/2"x 3-1/8" 2,176 Ibs n/a 30.6% Unspecified (800)232-0788 before installation. BC CALCO,BC FRAMERS,AJS'rm, Cautions ALLJOIST®,BC RIM BOARD"",BCIG, For roof members with slope(1/4)/12 or less final design must ensure that ponding instability BOISE GLULAM- SIMPLE FRAMING will not occur. SYSTEMS,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, For roof members with slope(1/2)/12 or less final design must account for Rain-on-Snow VERSA-STRAND®,VERSA-STUD®are surcharge load. trademarks of Boise Wood Products, L.L.C. Notes Design meets Code minimum(U180)Total load deflection criteria. Design meets Code minimum(U240)Live load deflection criteria. Design meets arbitrary(1")Maximum load deflection criteria. Page 1 of 1 AXIAL COMPRESSION AND COMBINED LOADING CALC ZENOVIC AND ASSOCIATES,INC. PROJECT: BALLINGER RES 301 EAST 6TH STREET,SUITE#1 CLIENT: ESTES PORT ANGELES,WA 98382 JOB# 09171 DESCRIPTION: STUD WALL 12'TALL DATE: 8/7/2009 TRIG.AREA ft. MEMBER INFO. NO.MEMBERS MEMBER TOTAL AREA SECTION UNBRACED DEPTH OF MEMBER MODULUS OF COMP.DESIGN BENDING DESIGN WIDTH MODULUS LENGTH UNBRACED ELASTICITY STRENGTH VALUE # w A S L d E Fc Fb 1n. .in in^3 in In sr sr sr i o..r 2"i ,.. / 1.5 • ? 16.5 15.13 :.139:5�< s t900 ADJUSTMENT FACTORS WIND FACTOR CD CM Ct CL CF CV P �..i "E, i..:,Z.-:� c r.:'.1•-iMr .�"L:a .1..'3. o "y" :r:?`,.z „ .1-..'_" Ib/ft^2 Cfu Ci Cr Cc Cf CP a3'1t. rG€1 -w.?t;1: .T ' z ;1•, t ':..�1_ 0.29 TABLULATED VALUES SEE SHEET 2 LOADING INFO. BUCKLING COEF. VERT.LOAD MOMENT HORIZ REACTION Kce C Ke P M (lb) ft4b) (Ib 1767.8 608 COMPUTED VALUES !b(psi) F-b(ps# F'b(pso fc(psi) F'c(ps) 1403 1556.1 1556.1 0 2334.15 Fe(psi) 689 U� l FcE I +(—,,IF�J[l +�F E/F�l _FEIF'Fie 7as F,=F:x J c J .fl Z+ .fb s1.O F J I,�b _ c r, E COMBINED LOADING CALC. DEFLECTION LL 0.90 OK A (in) 0.65 AXIAL LOAD CALC LJX 0.00 OK iMn 216 BENDING CALC F, J 5�•� 0.90 OK SUMMARY NO.MEMBERS 2 SIZE b h 2 6 OF QOHT TOE y u so Receipt Number: W"a 09 0771 �Y.,r Receipt Date 09/17/2009 Cashier SVNASSMER PayerlPayee Name gg Estes BuildersWZ LLC r � ; OngmalFee Amount �FpwWv! Free r W Permit# W9, Fee DescrtpUon` Amouni Paid 'Balance BLD09-145 993800008 Plan Review Fee $1,115.50 $1,115.50 $0.00 BLD09-145 993800008 Energy Code Fee-New Single Family i $100.00 $100.00 $0.00 BLD09-145 993800008 Mechanical Permit Fee per Dwelling Ui $150.00 $150.00 $0.00 BLD09-145 993800008 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD09-145 993800008 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD09-145 993800008 Building Permit Fee $1,716.15 $1,716.15 $0.00 BLD09-145 993800008 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-145 993800008 Technology Fee for Building Permit $34.32 $34.32 $0.00 BLD09-145 993800008 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-145 993800008 Site Address Fee $3.00 $3.00 $0.00 Total: $3,133.47 �Prev�ous Payment<H�story ;, Recet t# Recei t Date A' Fee Descn ttonAmountPaid erm�t# P. p _ pu. � � _ 09-0584 07/23/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-145 Payment Checks z Fa ent Method Number ` Amount ,.. s, CHECK 2076 $3,133.47 Total: $3,133.47 genpmtrreceipts Page 1 of 1 OF PORT TOY { y'p c; u Receipt Number: 09-0584 Receipt Date: _ 07l23/2009 _Cashier: JMCDONAGH_^__ Payer/Payee_Name_ Estes BuilderslBallenger SFR Original Fee Amount Fee Permit#_ Parcel Fee Description Amount Paid Balance BLD09-145 993800008 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 Previous Payment History Receipt#, Receipt Date Fee Description. Amount Paid Permit# Payment Check Payment Method Number Amount CHECK 2042 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1