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HomeMy WebLinkAboutBLD10-125CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCELNO. _ 987300603. _— PERMIT NO. BLD10-125 ISSUED DATE __ 07/12/2010 EXPIRATION DATE __01/08/2011 ADDRESS 2388 CLIFF STREET CONSTRUCTION TYPE _V-B_ OCCUPANT LOAD OWNER SECOND WIND OF PORT TOWNSEND PROJECT DESCRIPTION New SFR CONTRACTOR HI-LINE HOMES LENDER INSPECTION INSP DATE COMMENT INSPECTION _INSP_ DATE COMMENT EROSIONCONTROL [XK |%2/p INSULATION Ea vA TREE PROTECTION — [Kid [>/ie/i0 GWB EN ads | ee Pheer nailing SETBACKS SURVEY PIN| ZS P//p TREE PLANTING/CONSR| > FOOTING wes 84 he FINAL PLANNING Ss Matk Wie Ku Suan UFER FINAL PUBLIC WoRK | Gk] pet+ Ales U/is/\o FOUNDATION WALL {7-4 }%// FINAL BLDG/C OFO {wai |‘ViK 7 FOUNDATION DRAIN. {544 f%, /g Stommuctey tron ‘in ‘ian Meda eave SLAB = MISCELLANEOUS . fg L FLOOR FRAMING vA Rac/do SHEARWALL & HOLDoVSA, [14/5 weapped with Fittey TAB, Fac. toed Sides ae FRAMING Mi [As/,. AIR SEAL mh [YA PLUMBING vd |‘YA/jo MECHANICAL . Tika Slee kbur 122 Mar ey, TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. City of Port Townsend Development Services Department Correction Notice PERMITNUMBER BLD10-125_ OWNER Doherman JOBLOCATION 238% cust St Inspection of this structure has found the following “on _. Corll Fol Re nsec Lohen crloove _ n 2s Ane been cory ected ¥ Prog ns RE Ce co rouse nSY ev (Cale 7B fu Ne, YA VA ~ \Ma/ P\ Ti? Mar 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 Nov. Io , 2010 Inspector ; Mates 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 Correction Notice PERMITNUMBER BL-DIO- 12.57 OWNER _Delhrmaw JOBLOCATION 22838 Clef st Inspection of this structure has found the following violations: Provide ingy lotion ger ar 2% ovecling WA ST rcp oft Kitten Fan th have co Munim of BS | ect wails Qn Cc. Side ot aught L Cor [l Fos Bewmspect pvior a Gwe. ! 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 % [ 1,2 l oO Inspector Sh Sols INSPECTION REQUEST (360) 385-2294 DSD Main Office (360) 379-5095 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | 11/18/2818 11:42 3666522379 QPI PAGE 16/14 2) ecto INSULATION CERTIFICATION ec) 1-1-1 This is to certify that in conformance with the current Washington State Energy Code, | have reviewed the energy package and certify that it has been installed in accordance with those standards in the building located at: HiLineé Homes / Dohrmann Residence BUILDER / JOB 2388 Cliff St ~ Port Townsend, WA ADDRESS OF PROPERTY DESCRIPTION OF INSTALLATION Exterior Walls: Fiberglass | Johns Manville 55° Type of material Manufacturer Thickness Cailings battad: Fiberglass | Jonns Manville 12" | R-38 Type of material Manufacturer Thickness R-value Floors: aaa i Fiberglass | Johns Manville 10" R-30 Typa of material Manufacturer Thickness Other: Infiltration = All openings in exterior walls caulked or sealed Slab thermal break created Vapor barriars installed per code | CERTIFY UNDER PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF WASHINGTON THAT THE FORGOING IS TRUE AND CORRECT, General Contractor Contractor's Registration No. By: Title: Sub-contractor: Quality Plus Insulation, Inc Contractor's Registration No. QUALIPI 101 OE By: __ ‘Tring Leslie Title: Admin Date and Place: 11.18.10 Marysville, WA Nov 19 10 02:41p Vicki Dohrmann 360-379-6994 p.1 From: iy 14:27 #209 P. 001/001 ahf1L0f 4010 2a 56 See 3sZL3°3 or. iO Bipld- [2 INSULATION CERTIFICATION Ee O- 126 This is to certity that in conformance with the current Washington State Energy Code, ! have reviewed the energy package and certify that it has been installed in accordance with those standards in the building located at: Hiline Homes / Dohmmann Residence _ BUILDER / JOB 22388 Cit St ~ Port Townsend, WA ADDRESS OF PROPERTY DESCRIPTION OF INSTALLATION Exterior Wallis: iste weed | FRergiass Johns Mamitle Te _ Typnof mis | OE a renee | wl , Floors: : ee Marutocer | oh ear caress | a Other. —— niitration < All openings in exterior walls. cauiked or sealed a. Slab tharmal break created —_.. Vapor barriers installed per sode | CERTIFY UNDER PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF WASHINGTON THAT THE FORGOING IS TRUE AND COPRECT. General Contractor _ a Contractor’s Registration No. mt Titec Sub-contractor. Quality Ptus Insulation, Inc Contractor's Registration No. QUALIP! 101 OF Dele and Place: 11.18.19 _—Hssvsville WA. fn “NOV 19 2010 Tue 125 . CITY OF PORT TOWNSEND DSD ECEIWE : BLD [0-125 | | MP Ip- Og Z. 2 | wn a1 City of Port Townsend CITY OF PORT “TOWNSEND Development Services Department BUILDING NUMBER APPLICATION Name of Property Owner: \/ | CKi | C. De hroman r) “Bot Toumsenn , ahh QCS2A6SK Telephone: AcO At, lak CQ Uy Property is located in: - Addition: _PYOD EMIX __ Biock(s):__(p Lot(s): q Faces/Access is from: Ch FE St. Street Parcel Number AK +3@ Cakes Directions to the Property (draw vicinity map on back) NostiegstoHowar a St. to Aum Lef+ on Ay th Aralnt AWD ChE St. If this is anew ADU, has a building permit been applied for? __ Yes __No Date: Notes: SveAralens ADO an aC Ci LACOST HOUSE NUMBER A 2 % 3) 2 Ch a “AL - Date of Approval: i doepterec hac pectlee- EU For Department Use Only: Application Fee Received ($3.00, TC 2200): Date: Copy to: O Finance O Fire Dept O Post Office 0 Sheriff 0 Police (Lyn) O GIS O Public Works ] DSD database ~ 0 Assessor’s Office For address changes: 0 Qwest Address Management Center ~ 206-504-1534 http://ptimaging/DSD/Building_Forms/BuildingPermitPacket/A pplication-Address Number.doc ; 6/12/06 — q Lil mt: ne] 09/18 3 $ Lu s° : 001044007 x - Sp q Cat 0 TAX 34 Tos 25th St. 35 TH ere 191 . 2537 3 Sh |_001044007 TAX9 0.44 a. N COMMON AREA | r 10 | \ 4 6 coe ST. if oO " : 0939343 2 5 12 7 2488 ; 001044007 2 ~ aa E1/2 SE SE(S330' OF a? 3 ~] F 6 5 f 4 N360')ENLGD BY TAX 9& y 13 34,LS R/W SUBJ/RES H a 4 3 14 5 2444 | 4.79 a. 5 5 2422 2| Ww 5 & SD 2) 6 16 “| Ne 7 REET y a 8 9 @ 4 ° 001044012 9 - 7 TAX 20 & 4.77 a. 2241 COMMON AREA F : " 8 + 77 1 a 5 E 5 LL Nv ww £ | 12 i 4 Q z © ‘| 43 ‘ 4] 7 Ln eo 8 3 44 S | ka aa 3 | ~ 9 a ~ Ww ; Wi 7 ig Q — Id 40 cc 2 ox 2} jw 15 2 Yn pa = 2) aa n n a e : 4 FS 8 N , 16 E 8 001044014 ad i TAX 24 ; ~, *s TREET 22nq St. 4.77 a. 12 f - ] 4 A 13 8 fa 9 8 9 8 2 = 7{ & | i | be Lt 10 7 BH 2 6 | iv 11 c "1 6 7 5 | 42 | i | a —— ~~ Water Waste Water - 2708 | 2 4 | T 13 13 001044013 —_— Storm Water q al Be ‘a | | E TAX 23 Q Oo L* 3| SUBJ/EASE 1 inch = 194.292539 feet 2 “ 15 : 2| Pr | 15 | 2/8 498 \ t& — This map ts provided onan “as is” “with all faules.” 2003 16 4] re} 16 | 1 Oo $ he Ga Fos Tenens and its employees a 4 information contained in # 2) 26 = 1 | 4 2 | | af the accuracy of all map 3 | responsibility of the user. 2 98 xk o\ a. / \ Le | Pe ee ee ToT | T TITS Po Townsend avd ween. f R E O K R D O F a r : V i C k | S U E D S H R A A M / Y S 0 0 c e s s K O Po r t fo u r s Se l 0 , tu GE 3 L E 56 0 -3 7 9 - L 9 9 4 f e p o w e b o Y ( N i c k i D o r m a n I E I L I N E f O M r e s 9 4 k A t s e S a P L P a e z T o w n S a v 0 / L y P E R L E S7~ & Js ' / 2 i ON Xx % A \ p p r o ma t e Lo c a t i o n o f Tr e e s ¢ Si r e s Re m o v e al \ Al d e r Tr e e s ¥T r e e s wr i t h i n Ho f ho u s e _ (® ) = S o v e S lo w ge tr e e s in ba c k of lo t r +l La r g e Ce d a r O P I R O E L F H 9 3 7 , 2 0 0 6 0 3 F r o n t o t T = OT E PLEN [00 AD D R E S S § lo t YA R CL I F E ST FO R T FO U N SV Q ) , Mf G R I L E \ Ok... 3) (T r e e s Yo 2 ye s ov e ma r k e B ) Fr o n t + Si d e s o f lo t to be Ye p l a n t e p wi t h Sh r u b s + tr e e s “R U D (6 = { e S | i y u n 2 1 20 HY CI T Y OF PO R T TO W N S E N D aT DS D PERMIT # PLTD 10 -\2S CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATE RECEIVED ‘o:21-LO SCOPE OF WORK: New SFR DATE ACTION INITIALS -2\—10 | ENTERED INTO CHET Mw (9-21. lO CHECKED FOR COMPLETENESS Mw 2-10 Address requesy to SE pw APT: lep? nsg for Vick je Giz3fio | 2nd parking space ad dey - Soy BEXSIT lree Afbdawt must be 5 rad Qt frre Sty ak build) np feet ot fiche tip. 2b fo Plan review? Completes” an Note: Add RSS 1S mea de falar, [VR Os 8 be 23 xx OAM oF 29th SE Lo lwo Wodas Men _ Lots do ont cw SFY 063 Frdded ¢ondifors f BW. Zoning: R-\W _ Setbacks OK? _[yes-2o boat, 107 Kow (vrearcr eg iG Lot Size: y £ OP0 a Building Size: EILF Lot Coverage: Ly?le FAR OK? Ge p Height OK? yes ParkingOK? —b Ondiy / Seco il x 29 Needs 2 axle = 1'x 3p’ Critical Area? Nod sass) Npods t be %7 fo Apey or 2 Sih by side povickp, Demo? No" / Cla arp d 6[23 [uo Historic Rev? No ane | Notice to Title? Noa Lots of Record? Nb- BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-125 Permit Type Residential - Single Family - New Project Name New SFR Site Address 2388 CLIFF STREET Parcel # 987300603 Project Description New SFR Fee Information Project Details Project Valuation $86,080.66 Decks — Residential (Covered) 60 SQFT Pian Review ise 586.79 Dwellings — Type V Wood Frame 898 SQFT Enerey Code Pre = New Single 100.00 Units: Heat Type: ELECTRIC BBH Family ae Bedrooms: 2 Construction Type: V - B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 1 Occupancy Type: R-3 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Building Permit Fee 902.75 State Building Code Council Fee 4.50 Technology Fee for Building Permit 18.06 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 1,925.10 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: 07/12/2010 Issued By: MWAY — Date Date Expires: 01/08/2011 Signature BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-125 Permit Type Residential - Single Family - New Project Name New SFR Site Address 2388 CLIFF STREET Parcel # 987300603 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Dohrmann Vicki (360) 379-6994 Owner Second Wind Of Port Townsend Contractor Hi-Line Homes Gibbs (360) 379-8600 STATE HILINH*981B1 02/10/2012 Contractor Hi-Line Homes Gibbs (360) 379-8600 CITY NW Central 007 12/31/2010 Vio Cam = 379-6494 *** 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 HAE Vi CIC ( = Qo hry nk Date Issued: 07/12/2010 5 7 Issued By: MWAY Signature CLAMS ss Date | 2| QO Date Expires: 01/08/2011 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-125 Permit Type Residential - Single Family - New Project Name New SFR Site Address 2388 CLIFF STREET Parcel # 987300603 Project Description New SFR Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. This property is included in the CCRs recorded under AFN 544063. Section B lists conditions of approval determined by the City of Port Townsend. Conditions include: 1. No high intensity exterior lighting units such as mercury vapor, halogen or other lighting units designed for high levels of area lighting. All exterior lighting units shall be installed and maintained only to project low intensity downward-projecting flood or path lighting and shall not be permitted to intrude on the dark privacy of surrounding parcels and lots. 2. All exterior lighting fixtures shall be shielded and pointed downward, and are not to exceed 15 feet in height. Illumination intensity shall be kept to a minimum. 3. Lots are subject to the tree conservation ordinance; see below. 4. All stormwater construction and maintenance shall be in accordance with the "Final Stormwater Management Plan" for the property. 5. Lot owners are responsible for maintenance of the stormwater swales and infiltration beds. 30. This property is zoned R-III. The tree conservation ordinance requires a minimum of 4 tree units to be planted or protected on a 5,000 square foot lot. The site plan indicates the applicants will retain 5 trees, with trunk diameters from 8" (2 tree units) to 20" and greater (3 tree units), thus fulfilling the tree conservation requirements. The applicant shall be required to sign a Tree Affidavit to ensure existing trees must be protected during construction. 40. Trees to be preserved must be protected during construction. The roots of these trees shall be protected during grading and removal of the other trees - one foot from the trunk for each inch of trunk diameter to protect the roots. Limits of clearing and grading shall be staked in the field; An inspection by Planning staff must be completed prior to any clearing or other site work. 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. Date Issued: 07/12/2010 Issued By: MWAY Signature _ ; __— Date Date Expires: 01/08/2011 Print Name __ BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-125 Permit Type Residential - Single Family - New Project Name New SFR Site Address 2388 CLIFF STREET Parcel # 987300603 Project Description New SFR Conditions 50. Tree protection measures include, but are not limited to: surrounding retained trees with staked orange snow fencing at an appropriate distance from the tree base prior to; and, bark mulch dispersed both inside and outside of the snow fencing where appropriate (on bare ground at the base of retained trees up to 4” in depth; up to 6” in depth outside of the snow fencing). 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: 07/12/2010 Issued By: MWAY Date Expires: 01/08/2011 Signature __ ____ Date Development Services q I) 250 Madison Street, Suite 3 ‘i Port Townsend WA 98368 Phone: 360-379-5095 { Fax: 360-344-4619. CITY OF PO RT TOWNSEND www.cityofpt.us SD Tree Conservation Affidavit Form BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. bLD / O~-/ 25 THIS PERMIT AUTHORIZES Vicki D oh riVann TO BEGINWoRK IN- Phoenix Block 6 lot 9 SUBDIVISION AND/OR AT THE FOLLOWING ADDRESS CIP Shree¢ 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 7 Za LUi2snng APPLICANT AWE Mf. EFFECTIVE THIS {-)- _ DAY OF_|/ ler 20/2 NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. (Ord. 2837 § 1, 2003). Page 1 of 1 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 1 of 22 PLAN 898-08 [30-PSF SNOW, 120 mph, Exp. C, & SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS: TAX PARCEL NUMBERISITE ADDRESS: JOB NUMBER: 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB (Wahab) ABROUS, Ph.D., P.E. HiLine Homes, Inc. Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrous@Hilinehomes.com Washington Licence No: 36110 Oregon License No: 81419PE Note: The Above stamp applies to the structural members and assemblies described in the following calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes, Inc. 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES. EXTENT OF DESIGN Structural specifications for residence. REFERENCE CODES AND STANDARDS 2006 International Building Code (IBC) 2006 International Residential Code (IRC) National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7 American Society for Testing Materials Ere? wie tla (ASTM) Standard A307 D $$$ | American Plywood Association (APA) | BBLO-MES | J) Diaphragms and Shear Wall u JUN 21 thes Design/Construction Guide, November 2004 CITY OF PORT TOWNSEND Revised ___ PROJECT INFORMATION AND CRITERIA Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 FI L E CO P Y A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 2 of 22 4. DESIGN CRITERIA GROUND SNOW LOAD (LIVE LOAD): IP, ROOF DEAD LOAD: EXTERIOR WALL DEAD LOAD: INTERIOR WALL DEAD LOAD: SEISMIC DESIGN CATEGORY: BASIC WIND SPEED: WIND EXPOSURE FACTOR: ALLOWABLE SOIL PRESSURE: 4,500-psf MATERIAL SPECIFICATIONS: Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 2,500-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 6 Table B. Building Data Page 11 Table C. Wind Design Criteria Page 12 Table D. Seismic Design Criteria Page 13 Table E. Wind Loads Page 14 Table F. Minimum Wind Loads Page 15 Table G. Seismic Loads Page 16 Table H. Controlling Shear Loads Page 17 Table |. Wind Shear Wall Loads Page 18 Table J. Seismic Shear Wall Loads Page 19 Table K. Roof Diaphragm Load Calculations Page 20 Revised PROJECT INFORMATION AND CRITERIA Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 3 of 22 DESCRIPTION This report provides engineering calculations and structural design sepcifications for HiLine Homes Plan 898. The one-story house is 898-sf in area. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold- downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Sheet S2 of the plans. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is P, of 30-psf. Table C. Wind Design Criteria ASCE Standard 7, Section 6.4, Method 1 - Simplified Procedure, is used for determining wind loads. Wind design criteria are based on an 120-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Revised PROJECT INFORMATION AND CRITERIA Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 4 of 22 Revised 3/4/2010 Table E. Wind Loads Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring loads. Table F. Minimum Wind Minimum wind loads are provided in Table F based on horizontal pressures equal to 10-psf and vertical pressures equal to zero per ASCE 7, Section 6.4.2.1.1. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7, Section 12.8. This procedure is valid for Occupancy Category | or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. the building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables | and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table |. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table J. Shear wall hold- downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7, Section 2.4. PROJECT INFORMATION AND CRITERIA Printed Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 5 of 22 Revised 3/4/2010 Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit drag load, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. PROJECT INFORMATION AND CRITERIA Printed Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 6 of 22 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2 of the plans. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS Maxiniuin Applied Shear per Tables | or J (Ib) Wall length under maximum applied shear per Tables | or J (i) eon ; Minimum number of anchor bolts when installed @ 72-in o. c. minimum. 72 esa TE eos Maximum anchor bolt Load @ 72-in 0.c. minimum 2 anchors per mudsill (Ib) Basic allowable anchor bolt single shear load for 1/2-in dia. ASTM A307 bolts with minimum 944 7-in embedment and 1.5-in Hem-Fir side member = 590-lb per 2005 NDS Table 11E. Adjustment for 10-minute wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) = 944-lb. Install 1/2-in dia. ASTM A307 anchor bolts and washer per code @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12-in from end of mudsills with minimum 2 anchors per mudsill. Wall Line A Maximum overturning tension due to wind load per Table. Ec) Og ereg 5 ee S77. Maximum overturning tension due to seismic load per Table! (Ib) oe Basic allowable shear for 8d nails = 60-lb per 2005 NDS Table 11R. Adjustment = = 1.6 for 10 minute wind/seismic loads per 2005 NDS Table 2.3.2. Allowable shear load is (1.6)(60)=96- lb per nail. Allowable tension for 2.7-ft long at 4-in o.c. shearwall with two rows of nails is T = 864 (2)(1/2)(Nnail)(Fnail) = (2)(1/2)(32/4+1)(96)= 864-Ib Fasten OSB panels to mudsill with 8d nails @4-in o.c. per shear wall sheathing specifications. Wall Line B (Perforated Shear Wall) Maximum shear (V) on Wall Line B per Tables | or J (Ib). : vou (ear 4s0B9 Shear Wall Clear Height (ft) oe ee Maximum Opening Height (ft) eae oe 50 Percentage of Full-Height sheathing (%) ‘ -. = B20! Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 7 of 22 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Ratio of Maximum Opening Height to Wall Clear Height eS 0.625 Shear Resistance Adjustment Factor (Cy) per 2005 NDS Table 4.3. 3. 4. Sum of Perforated Shear Wall Segment Lengths (ft) Design Shear Capacity of Wall (Ib) - 6-in o.c. nailing _ CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE Hold-Down Tension Load, T = Vh/CO2Li (Ib) AllowableTension Load for Simpson STHD10 Strap Ties is 3,730-Ib 3,730 Install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 28-16d nails (total of 2 STHD10s). Wall Line C (OSB Shear Wall) Maximum overturnig tension due to wind load per Table Ub) a ee Oe Maximum overturning tension due to seismic Load per TablesJ (Ib) ee Allowable tension load for Simpson LTT20B tension Ties is 1,750-Ib 1,750 At two locations shown on the plan, fasten Simpson LTT20B to 3-in framing with 10 10-d nails. Connect LTT20Bs to top plate of pony wall with 1/2-in diameter ASTM 307 threaded rod and standard 2-in flat washer and nut. Wall Line D (GWB Shear Wall) Maximum overturnig tension due to wind load per Table | (Ib) eee es 1,128 Maximum overturning tension due to seismic Load per Tables J (Ib) erase ‘east Allowable tension load for Simpson LTT20B tension Ties is 1,750-Ib 1,750 Basic allowable static tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel Anchor (KB-TZ) embedded a minimum of 2-in into 3,000-psi cracked concrete = 1,617-Ib. 1,617 Basic allowable seismic tension load for 1/2-in x 7-in long Hilti Kwik Bolt TZ stainless steel Anchor (KB-TZ) embedded a minimum of 2.0-in into 3,000-psi cracked concrete = 1,328-Ib. At end end of the shear wall segment, install Simpson LTT20B Tension Ties fastened to 3-in framing with 10-16d nails. Fasten LTT20B to concrete footing with 1/2-in threaded rod coupled to 1/2-in x 7-in Hilti Kwik Bolt TZ stainless steel anchor with 1/2-in coupler and 2x2x3/16-in flat washers. Embed anchors minimum of 2-in into minimum 6-in concrete stem wall. Wall Lines 1 and 2 Shear walls do not require hold-downs since restoring moments due to dead loads exceed 1,328 All Exterior Wall Lines and 1 Wall ire c (OSB Shear Walls) Maximum resistive unit wind shear load per Table | (Ib/ft) ee Tee 498 Maximum resistive unit seismic shear load per Table J (Ib/ft) ete 491 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 8 of 22 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Basic allowable unit shear for wind loads = 785-Ilb/ft per NDS Table 4.3A for 8d nails @ 6- in o.c. on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per Note b. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(785) = 365-Ib/ft. 365 Basic allowable unit shear for seismic loads = 560-Ib/ft per NDS Table 4.3A for 8d nails @ 6-in 0.c. and framing @ 16-in o.c. per Note b. Adjustments are 0.50 for ASD, 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(560) = 260-Ib/ft. 260 Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line D (Interior GWB Shear walle} Maximum resistive unit wind shear load | per Table | (lb/ft) Maximum resistive unit seismic shear load per Table J (bit) : Basic allowable unit shear for wind/seismic loads with flat metal bracing: = 320 Ib/ft from framing at 16-in o.c. per Note b. Adjustment factors for ASD. Allowable wind shear = (2)(0.5)((320) = 320-Ib/ft. Adjustment factors for ASD is 0.5 and seismic modification factor} 320/198 R for GWB sheathing per ASCE 7 Table 12.2-1 = 4/6.5 = 0.62. Allowable shear = (2)(0.5)(0.62)(320) = 198-Ib/ft. Fasten Simpson WB106 Wall Bracing metal straps to top and bottom plates with two 16d nails and to each intersecting stud with one 8d nail. Fasten 1/2-in. GWB drywall panels to both sides of framing members with No. 6 type S or W 1-1/4-in long drywall screws @ 4-in o.c. on edges and 12-in o.c. in the field. All edges shall be blocked. Sheath pony wall below shear wall with 7/16-in. OSB. Fasten OSB to framing members with 8d nails @ 6-in o.c. on edges and 12-in o.c. in the field. All edges shall be blocked. Fasten doub e top plates together with 10d nails @ 12-in 0.c. and 6-in o.c. at splices. ‘Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Lines A,B & E abies Maximum applied unit wind shear per Table | (Ib/ft) _ ee Maximum applied unit seismic shear per Table J (Ib/ft). . : ee eC ee a: Allowable load for 2-10d common toenails = (2)(0.83)(12/16)(1.6)(102)= 203-Ib/ft. 203 Allowable load for seismic loads = 150-Ib/ft per 2005 NDS Section 4.1.7. 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d nail @ 8- in o.c. Wall Lines 1 & 2 (Eaves) Maximum applied unit wind shear per Table | (lb/ft) idee ae ees oe 78 Maximum applied unit seismic shear per Table J (Ib/ft) fe a ae. 3 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 9 of 22 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. Maximum applied unit seismic shear per Table J, Maximum allowable ground snow load (psf) Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per NDS Table 4.2B for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted) 323/230 allowable unit shear = (0.50)(645/460) = 323/230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 24/16 with supports @ 24-in o.c. per 40 APA Table 25 = 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 32/16 with supports @ 24-in o.c. 70 per APA Table 25 = 70-psf Allowable snow (live) load for 19/32-in APA Span Rated 40/20 with supports @ 24-in o.c. 130 per APA Table 25 = 130-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Install 1/2-in panel edge clips midway between each support. See Truss Blocking & Boundary Nailing below for additional requirements. Beyond 40 psf and up to 70 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf snow load, use 19/32-in panels. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Eeaus) Maximum applied unit shear per Tables H= Q/LRoof. (Ib/ft) cee he coat Allowable load for 2-10d common toenails = (2)(0.83)(1. 6)(102) = 271-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Hem-Fir. Total allowable load per truss end = 271 + 110 = 381-lb per truss end = 381-Ib/ft (H2.5A ties 381 control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Truss Connections (Uplift Loads) Maximum net uplift on truss connection per Table K (Ib). Be Oy, Allowable uplift for H10 Seismic & Hurricane Ties = 850-lb for Hem-Fir framing. 850 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 10 of 22 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Truss Chord Splice Nailing Allo . ion load for 1 ib) Fasten exterior wall top plate splices together with 10d nails @ 12-in 0.c. and @ 6- splices. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 11 of 22 TABLE B. BUILDING DATA Description | Value Description | Value BUILDING INERTIAL DATA §.0|Roof Diaphragm Dead Load (psf) 15 Exterior Walls Dead Load (psf) 15 Partition Walls Dead Load (psf) 10 MEAN AND MAXIMUM BUILDING HEIGHTS Wall Height (ft) 7.8 Mean Height (ft) 41,1 .8|Maximum Height (ft) 14.3 CALCULATION OF LENGTH OF END ZONE, 2a Least horizontal Building Dimension, b (ft) | 26.0 22.0 0.4 * Mean Building Height (ft) 4.42 0.1*b (ft) 2.6 End Zone Dimension, a (ft) 2.6 Adjusted End Zone Dimension, a (ft) 3.0 Length of End Zone, 2a (ft) 6.0 BUILDING ENCLOSED AREA Building Enclosed Area(sf) | 898.0 SNOW DATA Exposure Factor, ay ASCE 7-05 Table 7-2, for Exposure C 1.0 Thermal Factor, C, ASCE 7-05 Table 7-3, for Residences 1.0 Snow Importance Factor, | ASCE 7-05 Table 7-4, for Category Il 1.0 Slope Factor, C, ASCE 7-05 Figure 7-2a 1.0 Flat Roof Snow Load, p; (psf) ASCE 7-05 Equation 7-1, pp=0.7C,C,| pg 21.0 Sloped Roof Snow Load, p, (psf) Sloped Roof Snow Load (= C, p;) 21.0 Note:Width is measured perpendicular to the wind direction and length parallel to the wind direction. Revised BUILDING DATA Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 12 of 22 TABLE C. WIND DESIGN CRITERIA Description | Value Description |Value TRANSVERSE Building Zone Data Wind Input Data | Horizontal Wind Force Loading | Transverse Zones A & B Width (ft) 6.0 Transverse Zones C & D Width (ft) 31.0 | Transverse Zones A & C Height (ft) 7.8 Transverse Zones B & D Height (ft) 6.5 00|Vertical Wind Force Loading Transverse Roof Zones E & F Width (ft) 6.0 Transverse Roof Zones G & H Width (ft) 31.0 Transverse Roof Zones E & F Length (ft) | 13.0 28.6| Transverse Roof Zones G & H Length (ft) | _ 13.0 LONGITUDINAL Building Zone Data orizontal Wind Force Loading ‘Longitudinal Zone A Width (ft) 6.0 3] Longitudinal Zone C Width (ft) 20.0 | Longitudinal Zone A Height (ft) 9.3 | Longitudinal Zone C Height (ft) 11.6 - 3.7|Vertical Windforce Loading Go- - a ooee Windward OVGH Roof - -20.2|Longitudinal Roof Zones E & F Width (ft) 6.0 Longitudinal Roof Zones G & H Width (ft) | 20.0 Longitudinal Roof Zones E & G Length (ft) | 18.5 Longitudinal Roof Zones F & H Length (ft) |. 18.5 Note: Width is measured perpendicular to the wind direction and length parallel to the wind direction. Revised 3/4/2010 WIND DESIGN CRITERIA Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 Printed 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 13 of 22 TABLE D. SEISMIC DESIGN CRITERIA Description | Reference/Calculation Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Bulging: Occupancy Category. Ground Snow toad d (psf) i ] Building Department "30.0 Flat Roof Snow Load (psf) Calculation, Table B 21.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11:4 Building Period, T, = C;h®“ (sec) ASCE Standard 7, Section 12.8.2.1 0.121 Site Long Design Period Acceleration, Sp, (g) ASCE Standard 7, 11.4.4, Sp; = 2/3Su4 0.400 Ty = 0.2*Sp,/Sps (sec) ASCE Standard 7, Section 11.4.5 0.068 T, = Sp1/Sps (sec) ASCE Standard 7, Section 11.4.5 0.342 CHECK FOR VALIDITY OF USE OF "EQUIVALENT LATERAL FORCE PROCEDURE" is Penod |), <1,< 1 ee 2 ASCE Standard 7, Section M1 oe are Ves Is Design Spectral Response, 8; = Sp? = ASCE Standard ; i |. Yes Use of Equivalent Lateral Force Precedure? -. [ASCE Standard 7, "Section 42. 5. _ Yes| COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: C, = Sps"I_/R ASCE Standard 7, Section 12.8.1.1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 14 of 22 TABLE E. WIND LOADS Wind Zone Zone Zone Zone | Moment Moment Zone Pressure | Width | Ht./Leng.| Area Force Arm (fet 0) (psf) aft) _{t) my (Ib) tt) Transverse Wall Zone A Transverse Roof Zone B 4.6 6.0 6.5 39.0 Transverse Wall Zone C 20.7 ee 7.8 241.8 Transverse Roof Zone D 31.0 6.5 201.5 Lateral Force/Moment Transverse Roof Zone E 7 : Transverse Roof Zone F -17.3 6.0 13.0 78.0 Transverse Roof Zone G -9.2 31.0 13.0 403.0 Transverse Roof Zone H -13.9 31.0 13.0 403.0 Roof Overhang Zone E -23.7 6.0 1.3 8.0 Roof Overhang Zone F -17.3 6.0 1.3 8.0 Roof Overhang Zone G -20.2 31.0 1.3 41.2 Roof Overhang Zone H -13.9 31.0 1.3 41.2 Uplift Force and Overturning Moment on Building Total Overturning Moment Due to Transverse Wind Loading Unit Uplift on Building (psf) PR ie Pe nn ics te an STL CRAPS Sepa I tal EEL ON Naa Ee LONGITUDINAL WIND LOADING Longitudinal Wall Zone A] Longitudinal Wall Zone C 11.6 231.5 5,798 5.8} 33,558 Longitudinal Roof Zone E 12.7 Longitudinal Roof Zone F -17.3 , Longitudinal Roof Zone G -9.2 20.0 18.5 370.0 -4,119 27.75| 114,298 Longitudinal Roof Zone H -13.9 20.0 18.5 370.0 -6,223 9.25} 57,563 Roof Overhang Zone E -23.7 6.0 1.0 6.0 -172 37.5 6,452 Roof Overhang Zone F -17.3 6.0 1.0 6.0 -126 -0.5 63 Roof Overhang Zone G -20.2 20.0 1.0 20.0 -489 37.5|- 18,332 Roof Overhang Zone H -13.9 20.0 1.0 20.0 -336 -0.5 -168 Uplift Force and Overturning Moment on Building} -15,494 265,366 Total Overturning Moment Due to Longitudinal Wind Loads 307,904 Unit Uplift on Building (psf)|__-17.3 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Revised WIND LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 15 of 22 TABLE F. MINIMUM WIND LOADS Wind Pressure Zone Ht./Leng. Transverse Wall Zone A Transverse Roof Zone B 10.0 6.0 6.5 39.0 390 Transverse Wall Zone C 10.0 31.0 7.8 241.8 2,418 Transverse Roof Zone D 10.0 31.0 6.5 201.5 2,015 Lateral Force/Moment 848 Transverse Roof ZoneE | ~~ OO], CGO 13.0| 78.0 “ol. 19.5) 0 Transverse Roof Zone F 0.0 6.0 13.0 78.0 0 6.5 0 Transverse Roof Zone G 0.0 31.0 13.0 403.0 0 19.5 0 Transverse Roof Zone H 0.0 31.0 13.0 403.0 0 6.5 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 26.7 0 Roof Overhang Zone F 0.0 6.0 Td 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 31.0 1.3 41.2 0 26.7 0 Roof Overhang Zone H 0.0 31.0 1.3 41.2 0 -0.7 0 Uplift Force and Overturning Moment on Building] iO ) Total Overturning Moment Due to Transverse Wind Loading Unit Uplift on Building (psf) Eas eRe ee ee De ee ee fee ee pes Ca pea eS Ee aoe LONGITUDINAL WIND LOADING Hori: ne aS See Sees Longitudinal Wall Zone A 10.0 “6.0 “9, 3 55.8 558 4.7 2,595 Longitudinal Wall Zone C 10.0 20.0 11.6 231.5 2,315 5.8] 13,398 Lateral Force/Moment : 59 45,993 Longitudinal Roof Zone E 0.0 111.0 Ol: 2775 0 Longitudinal Roof Zone F 0.0 6.0 18.5 111.0 0 9.25 0 Longitudinal Roof Zone G 0.0 20.0 18.5 370.0 0 27.15 0 Longitudinal Roof Zone H 0.0 20.0 18.5 370.0 0 9.25 0 Roof Overhang Zone E 0.0 6.0 1.0 6.0 0 37.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 20.0 1.0 20.0 0 37.5 0 Roof Overhang Zone H 0.0 20.0 1.0 20.0 0 -0.5 0 Uplift Force and Overturning Moment on Building} ___ BOS Total Overturning Moment Due to Longitudinal Wind Loads Unit Uplift on Building (psf)| 0.0 Note: Plus and minus signs signify wind pressures acting toward and away from the surfaces, respectively per ASCE Standard 7. Revised MINIMUM WIND LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 16 of 22 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Total Dead Load for Restoring Moment Roof Diaphragm Tributary Dead Load Total STRENGTH LEVEL BASE SHEAR Load Height/ Length| Area Seismic Seismic Building Component (psf) Width (ft) (sf) Weight Shear (ft) (Ib) (Ib) Roof Diaphragm & Ceiling 15.0 898 13,470 2,425 20% of P; if Roof Snow Load > 30-psf 0.0 898 0 0 Transverse Exterior Walls 15.0 7.8 52.0 406 3,042 548 Longitudinal Exterior Walls 15.0 LS 69.0 538 4,037 727 Transverse Partitions 10.0 7.8 42.0 328 1,638 295 Longitudinal Partitions 10.0 7.8 22.0 172 858 154 Total ASD BASE SHEAR OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS Building Component Force| Dist. | Moment (Ib) (ft) (ft-Ib) Roof Diaphragm & Ceiling 2,425 7.8 18,912 Longitudinal Exterior Walls 727 7.8 5,667 Longitudinal Partitions 154 7.8 1,205 Total Dead Load 32,619 13.0 424,047 Total Moment Due to Transverse Seismic Forces 25,784 Total Moment Due to Transverse Wind Forces 238,493 Total Restoring Moment in Transverse Loading 424,047 6/10 of Total Restoring Moment in Transverse Loading 254,428 OVERTURNING STABILITY| OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component by “t) : TALE t Roof Diaphragm & Ceiling 2,425 7.8 18,912 Transverse Exterior Walls 548 7.8 4,271 Transverse Partitions 295 18 2,300 Total Dead Load 32,619 18.5 603,452 Total Moment Due to Longitudinal Seismic Forces 25,483 Total Moment Due to Longitudinal Wind Forces 307,904 Total Restoring Moment in Longitudinal Loading 603,452 6/10 of Total Restoring Moment in Longitudinal Loading 362,071 OVERTURNING STABILITY}, = OK a Revised SEISMIC LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 17 of 22 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse | Longitudinal | Transverse | Longitudinal Wind Load (Ib) 5,201 4,966 N/A N/A Minimum Wind Load (Ib) 3,848 1,859 N/A N/A Controlling Wind Load (Ib) 5,201 4,966 N/A N/A Strength Level Seismic Load (Ib) 4,148 4,148 ASD Seismic Diaphragm Load (Ib) 2,904 2,904 N/A N/A Revised CONTROLLING LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 18 of 22 TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification A B Cc D E Check Wall Type OSB | OSB | OSB | GWB | OSB Total Tributary Load Distance (ft) 25 7.8] 10:3) 10.8)— 5B). |: - 37.0 Tributary Load Fraction 0.068} 0.209] 0.277| 0.291} 0.155 1.0 Applied Shear (Ib) 351] 1,089) 1,441] 1,511 808 5,201 Wall Length (ft) 10,5) 10:3 8.0 80) 26017 |: ee oss Applied Unit Shear (Ib/ft) 33} 104) 180); 189 31 Shear Wall Length (ft) 5.5 5.5| 13.0 8.8) 14.0} Shear Wall Height (ft) 7.8 7.8 7.8 7.8 7.8 Unit Wall DL (Ib/ft) 150} 188 80 80} 150] — 0.6*[Unit DL on Wall] (Ib/ft) 90} 113 48 48 90 Max. Hold-Down 2.7-ft SW (Ib) 377| 1,393 ia Max. Hold-Down 3.0-ft SW (Ib) : 315] Max. Hold-Down 8.0-ft SW (Ib) - OO) Max. Hold-Down 8.8-ft SW (Ib) 14428) Max. Hold-Down 13.-ft SW (Ib) 552 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 13.0 13.0 6 26.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 2,483 2,483 4,966 Wall Length (ft) 32.0 37.0 : Applied Unit Shear (Ib/ft) 78 67 Shear Wall Length (ft) 32.0 27.0 Shear Wall Height (ft) 7.8 7.8 Unit DL on Wall (lb/ft) 330 335 0.60*[Unit DL on Wall] (|b/ft) 201 201 Max. Hold-Down 4.0-ft SW (Ib) 315 Max. Hold-Down 7.0-ft SW (Ib) 14 Max. Hold-Down 16.0-ft SW (Ib) -890 Max. Hold-Down 32.0-ft SW (Ib)} -2,610 Revised WIND SHEAR LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 19 of 22 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Second Level Wall Identification A B Cc D E Check Wall Type OSB | OSB | OSB | GWB | OSB Total Tributary Load Distance (ft) 2.5 7.8} 10.3) 10.8 5.8) 37.0 Tributary Load Fraction 0.068] 0.209] 0.277} 0.291) 0.155 1.0 Applied Shear (Ib) 196} 608} 804) 844) 451 2,904 Wall Length (ft) 10-61)" 10:9 8.0 SO 260 4 Applied Unit Shear (Ib/ft) 19 58 101 105 17 Shear Wall Length (ft) 5.5 5.5| 13.0 8.8} 14.0] Shear Wall Height (ft) 7.8 7.8 7.8 7.8 7.8 Unit Wall DL (lb/ft) 150} 188 80 80}; 150 0.6*[Unit DL on Wall] (\b/ft) 90 113 48 48 90 Max. Hold-Down 2.7-ft SW (Ib) 457). 774 Max. Hold-Down 3.0-ft SW (Ib) 116) Max. Hold-Down 8.0-ft SW (Ib) 109] Max. Hold-Down 8.8-ft SW (Ib) 537 Max. Hold-Down 13.-ft SW (Ib) 171 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification 1 2 Check Wall Type OSB OSB Total Tributary Load Distance (ft) 13.0 13.0 26.0 Tributary Load Fraction 0.500 0.500 1.0 Applied Shear (Ib) 1,452 1,452 2,904 Wall Length (ft) 32.0 37.0 Applied Unit Shear (lb/ft) 45 39 Shear Wall Length (ft) Shear WallHeight (ft) | 7.8 7.8| Unit DL on Wall (Ib/ft) 335 ao5 0.60*[Unit DL on Wall] (|b/ft) 201 201 Max. Hold-Down 4.0-ft SW (Ib) 17 Max. Hold-Down 7.0-ft SW (Ib) -284 Max. Hold-Down 16.0-ft SW (Ib) -1,188 Max. Hold-Down 32.0-ft SW (Ib)| -2,862 Revised SEISMIC SHEAR LOADS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 20 of 22 TABLE K. ROOF DIAPHRAGM CALCULATIONS Description Reference | Equation/Comment Value ROOF/FLOOR DIAPHRAGM CALCULATIONS TRANSVERSE LOADS Diaphragm Depth (ft) Table B Dimension b 26 Fpx Story Coefficient Table D SDS I/R 0.180 Diaphragm Weight - wpx (Ib) Table G Wpx 23,045 Diaphragm Shear - Fpx Table G Fix 2,904 Diaphragm Shear/Weight Ratio (Fpx/wpx) ASCE Sect. 12.10.1 | Fp/Wpx 0.1260 Lower limit coefficient (0.2 SDS IE) ASCE Sect. 12.10.1 {0.2 SDS IE 0.2340 Upper limit coefficient (0.4 SDS IE) ASCE Sect. 12.10.1 {0.4 SDS IE 0.4680 Adjusted Coefficient Compared to Lower Limit ASCE Sect. 12.10.1 0.2340 Adjusted Coefficient Compared to Upper Limit ASCE Sect. 12.10.1 0.2340 Strength Level Diaphragm Shear (Ib) ASCE Sect. 12.10.17: JQE 5,392 Strength Level Diaphragm Unit Shear (Ib/ft) _| Calculation 1/2 Qi/b 104 Service Level Diaphragm Shear (Ib) Calculation Q =0.7QE 3.075 Service Level Diaphragm Unit Shear (Ib/ft) Calculation vr = 73 SHEAR WALL DEFLECTION CALCULATIONS Cross Sectional Area of Shear Wall Chords (in? a Design Drawings Achord = 2(1. 5)(5.5) = Shear Wall Height, h (ft) Design sa Minimum Shear Wall Length, b. (ft) Maximum Unit Shear Ib/ft ‘TTable J Maximum SL Seismic Unit Shear, v, (Ib/ft) Table J = Shear Wall Bending Deflection, y, (in) Calculation Yp = 8vh*/EAb Shear Wall Shear Deflection, y, (in) Calculation y, = vh/Gt Shear Wall Nail Spacing, S (in) Specifications ss |Sp=.—— Number of nails per foot Caculation S} 2 Unit Shear Per Nail, vjai) (Ib) APA Design Guide’ |Vnail = W/S 67.2 Nail Load Factor, v; APA Design Guide’ _|V¢ = Vnai/616 0.1091 Nail Slip Factor, e, APA Design Guide’ |e, = 1.2*(Vnai/616)°°"* 0.0015 Nail Slip Deflection, y,, (in) APA Design Guide’ _|Yns = 0-75he, 0.0088 Hold-Down Deflection, y,,, (in) APA Design Guide’ _|Yna = had/b 0.0293 Total Shear Wall Deflection, y., (in) Calculation Ysw = Yb +Ys + Yns * Yna 0.05 Calculated Story Drift, (in) Calculation 5, = Cy Yew! 0.21 Allowable Story Drift, y. (in) ASCE 7 Table 12-12-1}0.020h 1.87 Does calculated deflection satisfy code maximum drift, 5x < 0.020h, per ASCE 7 Sec. 12.8.6 YES Revised ROOF DIAPHRAGM CALCULATIONS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 21 of 22 ROOF DIAFHRAGM DEFLECTION CALCuLATIONS OO Modulus of Elasticity-Diaphragm Chord, E (psi) {NDS - Table 4A _ No. 2Hem-Fir,E= {1,300,000 Cross Sectional Area of Diaphragm Chords (in?) |Design Drawings Achorg = 2(1 NS. ae: ee eee Oi) Diaphragm Length (ft) -|Design Drawings. |L= ee |onon COT Blocked Bending Deflection (in) APA Design Guide’ _|y, = SvL/BEA 0.0059 Shear Modulus, Gt (Ib/in) . Table A-3' ~ 17/46-in OSB. ~- 83,500 Shear Deflection of Shesitingd Panel (in)_ APA Design Guide' [Ys = vires 0.0115 Diaphragm Nail Spacing, S (in) _ -|Specifications __—- |Sp=. ae eB. Number of nails per foot Calculation S= 4 Unit Shear Per Nail, Vjai (Ib) APA Design Guide’ |Vnai = W/S 51.9 Nail Load Factor, v; Calculation = Vpai/616 0.0842 Nail Slip Factor, e, APA Design Guide1 |e, = 1.2*(Vpai/616)°°"® 0.0007 Nail Slip Deflection, y,, (in) APA Design Guide’ _|Yns = 0-188Le, 0.0048 Chord Splice Deflection, y,, (in) APA Report T2002-17, April 17, 2002 0.0625 Total Blocked Deflection, y, (in) Ya = Yb tYs + Yns + Yes 0.0846 Factor for Unblocked Diaphragms | “TAPA Report T2002-17, April 17,2002. ie 250 Unblocked Diaphragm Deflection (in) APA Design Guide’ {Calculation 0.21 Check Diaph./Shear Wall Deflection Ratio>2.0 {Calculation YalYsw 2 2.07 3.97 Diaphragm/Shear wall deflection ratio is > 2.0 so assumption that diaphragm is flexible is okay per ASCE 7-02 Standard Section 9.5.2.3.1. (Diaphragms constructed of wood structural panels in one- and two-family residential buildings are permitted to be idealized as flexible per ASCE Standard 7-05.) DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS End Wall Diaphragm Shear (Ib) Report Table G Veng = Q/2 2,696 Diaphragm Span (ft) ” Design Drawings = ‘26 Diaphragm Length (ft) Design Drawings = 37.0 Diaphragm Unit Shear (Ib/ft) Calculation v, = V/b = 104 Diaphragm Maximum Moment (ft-lb) Calculation M= v,L7/8 = 17,746 Allowable Nail Load (Ib) NDS Table 11N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (Ib) Calculation F = 1.6F air 163.2 Minimum Number of Nails Required At Splices Calculation Ny-min = C/Fa 4.2 Maximum Nail Spacing at Splices (in) Design Drawings S= 6.0 Minimum Splice Length (in) Calculation splice = SNn-min 25.1 Design Splice Length (in) Design Drawings _|Design Specification 48.0 Axial Chord Stess (psi) Calculation F., = CIA= TIA 41 Allowable Parallel Compressive Stress (psi) _|WWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Hem-Fir 500 Note 1: Diaphragms And Shear Wall - Design/Construction Guide, November 2004. Revised ROOF DIAPHRAGM CALCULATIONS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 A. Abrous, Ph.D., P.E. HiLine Homes, Inc. Page 22 of 22 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) {Design Drawings _ ee 26.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in 0.c. A = 2b/2 =b 26.0 Maximum Wind Uplift Pressure, 85 mph, C (psf) |Calculated [0.5*(13.8+9.6)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 110 mph, D (psf)Calculated [0.5*(23.1+16)] x 1.47 -28.7 Maximum Wind Uplift Pressure, 120 mph, C (psf)|Calculated [0.5*(27.4+19.1)] x 1.21 -28.1 Maximum Wind Uplift Load At Connection (Ib) {85 mph, Exp. C Fup = pA -368 Maximum Wind Uplift Load At Connection (Ib) {110 mph, Exp. D Fup = pA -747 Maximum Wind Uplift Load At Connection (Ib) | |120 mph, Exp. C Fup = pA -731 Roof Unit Dead Load, wg; (psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (Ib) Fp, =0.6 waA 234 Revised ROOF DIAPHRAGM CALCULATIONS Printed 3/4/2010 Plan 898-08 30-PSF Snow, 120 mph, Exp C, & SDC D2 6/16/2010 (o o n ER A L CO N S T R U C T I O N NO T E S 1. SU B - C O N T R A C T O R IS RE S P O N S I B L E FO R TH E FO L L O W I N G : VE R I F Y I N G AN D ME E T I N G AL L LO C A L AN D ST A T E CO D E RE Q U I R E M E N T S , RE V I E W I N G AP P R O V E D PL A N S AN D CO M P L Y I N G WI T H AL L AP P R O V E D RE Q U I R E M E N T S OF TH E EN G I N E E R AN D TH E BU I L D I N G DE P A R T M E N T , ME E T I N G AL L SA F E T Y RE Q U I R E M E N T S AN D ST A N D A R D SA F E T Y PR A C T I C E S TH A T AR E RE C O M M E N D E D AN D OR RE Q U I R E D BY ST A T E AN D LO C A L AU T H O R I T I E S , VE R I F Y AC C U R A C Y OF AL L DI M E N S I O N S . DO NO T SC A L E TH E DR A W I N G S . IF DI S C R E P A N C I E S OC C U R PL E A S E CO N T A C T TH E DE S I G N E R . 2. NO CH A N G E S AR E TO BE MA D E TO TH E PL A N WI T H O U T TH E CO N S E N T OF TH E DE S I G N E R AN D BU I L D I N G DE P A R T M E N T . 3. TH I S ST R U C T U R E IS EN G I N E E R E D LA T E R A L L Y US I N G TH E DE S I G N CR I T E R I A SH O W N ON TH E CS SH E E T . TH I S PL A N HA S BE E N DE S I G N E D TO CA R R Y AL L LO A D S FR O M TH E RO O F TO TH E FO U N D A T I O N . 4. FI R E BL O C K I N G IS RE Q U I R E D AT AL L PE N E T R A T I O N S AT TH E WA L L S AN D PL A T E S , IN C L U D I N G : PL U M B I N G , EL E C T R I C A L , AN D ME C H A N I C A L PE N E T R A T I O N S . FI R E BL O C K AT MI N . 10 FT . O. C . HO R I Z O N T A L L Y IN WA L L CA V I T I E S . 5. WH E R E RE Q U I R E D , US E A MI N . OF 30 0 0 p. s . i . CO N C R E T E PE R I. R . C . TA B L E R4 0 2 . 2 , IN C L U D I N G : FO U N D A T I O N WA L L S , PO R C H AN D GA R A G E SL A B S , ST E P S , AN D AL L OT H E R AR E A S TH A T AR E EX P O S E D TO TH E WE A T H E R . MA X I M U M ST R E N G T H IS AT 28 DA Y S . AL L O W AD E Q U A T E TI M E FO R FO U N D A T I O N TO SE T BE F O R E BA C K FI L L I N G . 6. WA T E R HE A T E R IS TO BE IN S T A L L E D PE R MA N U F A C T U R E R SP E C I F I C A T I O N S , I. R . C . RE Q U I R E M E N T S , AN D TH E ST A T E AD A P T E D PL U M B I N G CO D E . TA N K MU S T BE ST R A P P E D AT TH E UP P E R AN D LO W E R TH I R D OF TH E TA N K . AT TH E LO W E R ST R A P , ST R A P IS TO BE 4" MI N . AB O V E TH E CO N T R O L S , PE R I. R . C . CH A P T E R 13 SE C T I O N M1 3 0 7 . 2 . WH E N IN S T A L L E D IN A GA R A G E , AL L AP P L I A N C E S MU S T HA V E TH E SO U R C E OF IG N I T I O N A MI N I M U M OF 18 " AB O V E TH E FL O O R SL A B . ME C H / PL U M B I N G EQ U I P M E N T IS TO BE PR O T E C T E D FR O M IM P A C T OF A VE H I C L E . 7. US E 5/ 8 " SH E E T RO C K OR 1/ 2 " S A G RE S I S T A N T AT TH E CE I L I N G PE R I. R . C . SE C T I O N R7 0 2 . 3 . 5 AN D TA B L E . 8. FL A S H I N G IS RE Q U I R E D AT AL L EX T E R I O R TR I M EX T R U S I O N S , WI N D O W SI L L S , JA M B S , AN D OT H E R AR E A S TH A T WA T E R MA Y IN T R U D E . PE R TH E I. R . C . IN S T A L L WI N D O W PE R MA N U F A C T U R E R IN S T R U C T I O N S 9. PR O V I D E A MI N . 22 x 3 0 RO U G H OP E N I N G FO R AT T I C AC C E S S W/ TI G H T FI T T I N G , SE L F CL O S I N G DO O R TH A T IS BA C K E D WI T H IN S U L A T I O N . 10 . NA I L AL L TO P PL A T E S TO G E T H E R W/ 10 d NA I L S @ 12 " 0. C . AN D AT SP L I C E S W/ 10 d NA I L S @ 6" 0. C . LA P SP L I C E S A MI N . OF 48 " TY P I C A L . 11 . AL L BE D R O O M S AR E TO HA V E AN EG R E S S WI N D O W WI T H A MI N . 20 " x 24 " OP E N I N G NO T LE S S TH A N 5. 7 SQ . FT . 12 . SE E TH E E1 SH E E T FO R EX H A U S T FA N , SM O K E DE T E C T O R , AN D EL E C T R I C A L FI X T U R E LO C A T I O N S . Ne Ol li s A 4 — A _ 4 ( — ~ . (2 Lo ww w . Hi L i n e Ho m e s . c o m © co p y r i g h t 20 0 5 Hi L i n e Ho m e s LA T E R A L DE S I G N CR I T E R I A DE S C R I P T I O N VA L U E OC C U P A N C Y CA T E G O R Y T SE I S M I C US E GR O U P | SE I S M I C / W I N D IM P O R T A N C E FA C T O R 1. 0 DE F A U L T SI T E CL A S S D SE I S M I C DE S I G N CA T E G O R Y (S D C ) D2 SH O R T PE R I O D AC C E L E R A T I O N (g ) 1. 1 7 BA S I C WI N D SP E E D (M P H ) 12 0 WI N D EX P O S U R E FA C T O R Cc MI N I M U M WI N D LO A D (P S F ) 10 MA X . GR O U N D SN O W LO A D (P S F ) 30 RO O F DE A D LO A D (P S F ) 15 EX T E R I O R WA L L DE A D LO A D (P S F ) 15 IN T E R I O R WA L L DE A D LO A D (P S F ) 10 MI N I M U M / MA X I M U M RO O F SL O P E 4/ 6 : 1 2 GE N E R A L ST R U C T U R A L NO T E S WI N D AN D SE I S M I C NA T U R A L FO R C E S IM P O S E D ON TH I S ST R U C T U R E AR E RE S I S T E D BY A SY S T E M OF EN G I N E E R E D ME M B E R S AN D FA S T E N E R S DE S I G N E D TO RE S I S T DE S I G N BA S E LO A D S SE T FO R T H BY TH E CR I T E R I A OP T I O N S LI S T E D AB O V E . TH E ST R U C T U R A L SY S T E M IS DE S I G N E D TO TR A N S F E R LO A D S IN AC C O R D A N C E WI T H TH E 20 0 8 IN T E R N A T I O N A L BU I L D I N G CO D E (I B C ) TO A PR E S C R I P T I V E FO U N D A T I O N . ST R U C T U R A L ME M B E R S NO T A PA R T OF TH E EN G I N E E R E D ST R U C T U R A L SY S T E M SH A L L BE CO N S T R U C T E D IN AC C O R D A N C E WI T H TH E RE Q U I R E M E N T S OF TH E CO N V E N T I O N A L LI G H T - F R A M E CO N S T R U C T I O N RE Q U I R E M E N T S OF 20 0 8 IR C . DE S I G N EN G I N E E R AB D E L O U A H A B (W a h a b ) Ab r o u s , Ph . D . , P. E . Hi L i n e Ho m e s In c . En g i n e e r i n g De p a r t m e n t Wa s h i n g t o n St a t e Li c e n s e Nu m b e r : 36 1 1 0 Or e g o n St a t e Li c e n s e Nu m b e r : 81 4 1 9 P E (2 5 3 ) 77 0 - 2 2 4 4 x 13 2 Al t e r n a t e x1 2 9 wa b r o u s @ h i l i n e h o m e s . c o m DR A W I N G IN D E X AR C H I T E C T U R A L CS CO V E R SH E E T A1 FL O O R PL A N A1 - 1 UP P E R FL O O R PL A N (2 ST O R Y PL A N S ) A2 SE C T I O N A L PL A N A3 EL E V A T I O N PL A N A4 AR C H I T E C T U R A L DE T A I L S A5 CA B I N E T PL A N A6 TA L L FO U N D A T I O N DE T A I L S ST R U C T U R A L S1 FO U N D A T I O N PL A N S2 SH E A R W A L L PL A N S3 RO O F FR A M I N G PL A N S4 ST R U C T U R A L DE T A I L S S5 ST R U C T U R A L DE T A I L S (W H E R E RE Q U I R E D ) EL E C T R I C A L E1 EL E C T R I C A L PL A N y, www. 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CA B I N E T , PL U M B I N G FI X T U R E , AN D DO O R 13 3 AA ea p e i ei t a ne e eo a RO U G H OP E N I N G S AR E CR I T I C A L DI M E N S I O N S . We t TA K E CA R E TO VE R I F Y TH A T TH E S E SS ee ee e : = HO S E BI B : - c SE w ee HI L I N E HO M E S PR O V I D E Wt O L & Ho o FR M IT H TI M E R , _ S. G . = SA F E T Y GL A Z I N G 8. SE E TH E S2 SH E E T FO R AL L SH E A R W A L L 11 3 0 6 62 N D AV E N U E ) PU Y A L L U P WA , 98 3 7 3 FR E S K Ai R PO K R C S VE N T E D WI N D O W S __ ~ PL A C E M E N T S AN D RE Q U I R E M E N T S . (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 Ri _ ae _ SH E A R W A L L DE T A I L S MU S T BE FO L L O W E D EX A C T L Y . NO T I F Y TH E DE S I G N E R OF AN Y : : PL A N : 89 8 R DI S C R E P A N C I E S OR CO N C E R N S . DA T E : 06 / 1 5 / 1 0 ) 9. RE V I E W AP P R O V E D PL A N S AN D DE T A I L S JO B # : 10 5 0 5 4 3 0 PR I O R TO ST A R T I N G FR A M I N G WO R K . CH E C K FO R SP E C I F I C RE Q U I R E M E N T S ON NA I L I N G , BL O C K I N G , SH E A T H I N G , AN D AN C H O R FL O O R PL A N AT T A C H M E N T S . 1/ 8 " = 1' - 0 " PLAN FLOOR 26 ' - 0 " SE E SH E E T E- 1 FO R SM O K E AL A R AN D FA N CO C A T \O N S Ne RO O F SH E A T H I N G RE Q U I R E M E N T S Gr o u n d sn o w lo a d MA X . 40 ps f | MA X . 70 ps f |B e y o n d 70 ps f 7/ 1 6 " O. S . B . |1 5 / 3 2 " 0. S . B . | 5/ 8 " O. S . B . MI N . RO O F MA T E R I A L S : = CO M P O S I T O N SH I N G L E S CL A S S 'B ' 15 # FE L T OV E R AP A RA T E D 24 / 0 SH E A T H I N G . 2x VE N T BL O C K TY P I C A L (1 ) - \ ee EA V E EN D S \ A4 / Wa s h i n g t o n St a t e En e r g y Co d e . R- v a l u e ma r k e r s ar e to be in s t a l l e d , at le a s t on e fo r ev e r y 30 0 sq . ft . fa c i n g th e at t i c ac c e s s . Ma r k e r s sh a l l be af f i x e d to th e tr u s s or jo i s t an d ma r k e d wi t h th e mi n i m u m in s u l a t i o n th i c k n e s s . MF G . PR E - E N G I N E E R E D RO O F TR U S S E S @ 24 " O. C . ~~ RI D G E VE N T I N G BA T T E N BO A R D ~7 W/ 1" AI R SP A C E TY P I C A L EX T E R I O R WA L L : —, 2x 6 TO P PL A T E S OV E R 2x 6 ST U D S @ 16 " 0. C . OV E R 2x 6 BO T T O M PL A T E OV E R ST R U C T U R A L RA T E D 3/ 4 " SH E A T H I N G . WR A P HO U S E W/ AN AP P R O V E D VA P O R BA R R I E R PE R IR C , R7 0 3 . 2 — MQ N Q 0 0 0 O > ol e l e l e l e i e l @ ) PO U D 0 U 0 0 T O E OO U U D V U 0 D U T | == — id A = — 5/ 8 " G. W . B . (O R ) 1/ 2 " — R- 3 8 IN S U L A T I O N SA G RE S I S T A N T (I L R . C . , R7 0 2 . 3 . 5 ) "S I M P S O N " HU R R I C A N E TY P I C A L IN T E R I O R WA L L : —. Bs Te h ee s cu e Ti t e : (2 ) 2x 4 TO P PL A T E S OV E R ) RI RE V O N D I S S mo h : Ig o 2x 4 ST U D S @ 19 . 2 " 0. C . W/ * pn . 1 4" G. W . B . EA . SI D E OV E R R- 2 1 IN S U L A T I O N W/ hi ES 2x 4 . BO T T O M PL A T E VA P O R BA R R I E R PA I N T = = 3/ 4 " T & G SU B - F L O O R I N G . 9- 1 / 2 " "I " JO I S T S — OV E R SH E E T RO C K = = AP A RA T E D 48 / 2 4 GL U E D & @ 19 . 2 " 0. C . \ R- 3 0 FL O O R IN S U L A T I O N — = 7 NA I L E D _ \ & =- y ZN \ \ = { YW UP A P A AC A PA IN A S [ SW I | | BL A C K 6 MI L . PO L Y VI S Q U E E N — | | VA P O R BA R R I E R TH R O U G H O U T \ CR A W L SP A C E . _ AV ? TY P I C A L \S 4 / FO U N D A T I O N rh So e TY P I C A L S4 7 PO N Y WA L L SE C T I O N A- A 11 4 " = 1- 0 " in g : (A i r Se a l ) Op e n i n g s sh a l l be se a l e d , ca u l k e d , ga s k e t e d , or we a t h e r - s t r i p p e d to li m i t ai r le a k a g e . Ex t e r i o r jo i n t s ar o u n d wi n d o w s an d do o r fr a m e s , op e n i n g s at pe n e t r a t i o n s th r o u g h wa l l s , fl o o r s , ro o f s an d ot h e r op e n i n g s in th e bu i l d i n g en v e l o p e . VICKI SUE DOHRMANN SECTIONAL ©copyright 2005 HiLine Homes www. HiLine Homes .com t o re s ) ig a | od oo pi e fo ) ie ) oo se 500 GOSS ROAD fo e ) © is p ) fo e ) o < = Q Zz Ww n Zz = fe ) E kK a Oo a PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : DA T E : JO B # : 89 8 R 06 / 1 5 / 1 0 10 5 0 5 4 3 0 A XK PR O P E R MA T E R I A L LE N G T H S - FL O O R [_ _ ] BA R G E BO A R D LE N G T H > FA S C I A BO A R D LE N G T H NO T E : AD D R E S S MU S T BE LO C A T E D ON TH E HO U S E WH E R E IT IS EA S I L Y SE E N FR O M TH E MA I N AC C E S S RO A D (O W N E R RE S P O N S I B I L I T Y ) S.G. TLL i i i 7/ 1 6 " LP SO F F I T I RI G H T EL E V A T I O N 1/ 8 " = 1' - 0 " SH A K E SI D I N G —\ 2x 6 BA R G E BD . ~ W/ 1x 2 TR I M S \ = au n . — BE L L Y BA N D Le \ 5/ 4 x 4 WI N D O W TR I M —~ RE A R EL E V A T I O N 1/ 8 " = 1' - 0 " SI T E AD D R E S S : 24 2 2 CL I F F ST R E E T PO R T TO W N S E N D , WA 98 3 6 8 GA B L E VE N T S WH E R E RE Q U I R E D & [S.G._ ee bd | es i ee | | FR O N T EL E V A T I O N 1/ 8 " = 1' - 0 " Se c t i o n R3 2 1 - Si t e Ad d r e s s Ap p r o v e d nu m b e r s or ad d r e s s e s sh a l l be pr o v i d e d fo r al l ne w bu i l d i n g s in su c h a po s i t i o n as to be pl a i n l y vi s i b l e an d le g i b l e fr o m th e st r e e t or ro a d fr o n t i n g th e pr o p e r t y . FI B E R G L A S S CO M P . —— — — _ RI D G E VE N T I N G \, SH I N G L E S CL A S S "B " MI N . \, 5/ 4 x 6 FA S C I A BD . | 5/ 4 x 6 CO R N E R T R I M -~ _ C E M E N T LA P SI D I N G ~~ a FI N I S H E D GR A D E BY —— \ NN OW N E R SH A L L S L O P E \ AW A Y FR O M BU I L D I N G 6" \ IN 10 ' - O " MI N . \ LE F T EL E V A T I O N 1/ 8 " = 1' - 0 " VICKI SUE DOHRMANN 500 GOSS ROAD ELEVATIONS www. HiLine Homes.com ©copyright 2005 HiLine Homes (o e ) (C e ) oO fo e ) fo > ) <x =o -O a9 ZO wu n no Zs =8 Oo i e ow O fa l e PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : DA T E : JO B # : 89 8 R 06 / 1 5 / 1 0 10 5 0 5 4 3 0 A MA N U F . TR U S S E S @ 24 " O. C . 2x VE N T BL O C K I N G W/ BO R E D HO L E S & IN S E C T SC R E E N S . NA I L W/ 8d NA I L S @6 " O. C . TH R O U G H RO O F SH E A T H I N G . TO E - N A I L BL O C K I N G TO EA C H TR U S S W/ (1 ) 10 d NA I L S EA . EN D OF BL O C K . "S I M P S O N "H " CL I P S = PE R S3 SH E E T . FI L L / AL L NA I L HO L E S . BE N D TO CL E A R (x e RO O F I N G PA P E R OV E R TH E GU T T E R —— BO T T O M CH O R D . 16 " + TR U S S (W H E R E RE Q U I R E D ) | TA I L S (2 ) 2X 6 PL A T E S —— / EA V E EN D DE T A I L 1 TY P I C A L Ne IN S U L A T I O N CO N T . BE H I N D "T " WA L L S . 2X 4 ST U D \ (I N T E R I O R WA L L ) —_ _ _ ] __ _ W 2x 6 DR Y W A L L | BA C K E R 2X 6 ST U D S @ ad 16 " O. C . \ Ww | <~ TR I M M E R (GUSNG road NU.) EX T E R I O R WA L L S IN T E R I O R WA L L DE T A I L & 9- 1 / 2 " FL O O R CO N T I N U O U S “ JO I S T S 2x 4P L A T E S U. N . O . J PO N Y W A L L BU I L T UP | HE A D E R Zz = 24 " MI N . {= FO O T I N G oa CR A W L AC C E S S DE T A I L TY P I C A L TY P I C A L PL A N : 89 8 R DA T E : 06 / 1 5 / 1 0 JO B # : 10 5 0 5 4 3 0 © copyright 2005 HiLine Homes www. HiLine Homes.com 500 GOSS ROAD PORT TOWNSEND, WA 98368 (360) 379-6994 VICKI SUE DOHRMANN ARCHITECTURAL DETAILS HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 A 5/ 8 " We "S I M P S O N " AB U 4 6 CO N N E C T O R OR EQ U I V A L E N T \ IN S T A L L E D PE R MA N U F . IN S T R U C T I O N S . AT T A C H TO \ CO N C R E T E PI E R PE R PL A N W/ x 8" "S I M P OR EQ U I V A L E N T . oF mt il TT. 25 ' - 1 1 " 11 ' - 1 1 5 " € 13 ' - 1 1 5 " ST A R T PO I N T 9- 4 " "| " JO I S T @ 19 . 2 " 0. C . = | | TO P FL A N G E JO I S T I AT T E N T I O N HA N G E R . MU D S I L L — si p FL U S H TO IN S I D E 5 TY P I C A L /4 \ A = "S I M P S O N " ST H D 1 0 MI N I M U M Ms PO N Y W A L L S4 Ge z HO L D D O W N AT T A C H M E N T - S E E = Ee S4 . 5 al s + VA P O R BA R R I E R oS . #4 = Le to 21 S od i e ee ne te e ae ee — (e p ) oO NH 7 om e gg g ed N vs | ai Of | == NS * A h- - - _ _ 3 , _ _ © (a l e se t 2 Hy e oO j 4 Q 2 a I al t o oO os 5 e. q ei = z Q % 3 3 XN A eC x o 18 " x 24 " IN S U L . — re n . DO O R CR A W L — WA Y ) “| (A Y AC C E S S W/ TI G H T mo a t IN K Y , in \A 2 / FI T T I N G DO O R 2 [ N - #4 RE B A R (A = 16 " x 8° SC R E E N E D | \A 2 / & o F O U N D A T O N —f I JO I S T S . 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AL L WO O D IN CO N T A C T WI T H CO N C R E T E SH A L L BE 2x HE M - F I R #2 MI N . TR E A T E D WI T H AN AP P R O V E D PR E S E R V A T I V E AN D GA L V . HO T - D I P P E D CO N N E C T O R S (O R ) ST A N D A R D HE M - F I R ON AN IM P E R V I O U S MO I S T U R E BA R R I E R (I . R . C . R3 1 9 . 1 ) (O R ) BO R A T E TR E A T E D HE M N - F I R #2 MI N I M U M . 3. PR O V I D E AP P R O P R I A T E BL O C K - O U T S IN FO O T I N G S OR WA L L S FO R PL U M B I N G & EL E C T R I C A L ST U B - O U T S . 4. US E 30 0 0 p. s . i . CO N C R E T E WH E R E RE Q U I R E D BY TH E I. R . C . TA B L E 40 2 . 2 . MA X I M U M CO M P R E S S I V E ST R E N G T H AT 28 DA Y S . 5. FO U N D A T I O N VE N T S AR E TO BE IN S T A L L E D AT 1/ 3 0 0 SQ . FT . PE R I. R . C . , SE C T . R4 0 8 . 2 . VE N T S AR E TO BE A MA X . OF 3 FT . 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MU D S I L L 4" x 1 0 " AN C H O R BO L T S W/ 3" x 3" WA S H E R NA I L W/ 8d CO M M O N NA I L S @ -+ ¢ 3" O. C . ED G E AN D 12 " 0. C . (2 ) 10 d NA I L S EA . ST U D BA Y _— — ji —+ t l o s e . II I : | “H d l ! VE R T I C A L ! | E- — "S I M P S O N " ST H D 1 0 HO L D #4 HO R I Z O N T A L RE B A R SH E A R WA L L DE T A I L AT T A C H SH E A T H I N G TO MU B S H y AN D BO T T O M PL A T E S W/ 8d NA I a | q OC K E D } | |, IN Ba r e s i || + Nd ai e ~ ) ol Ne 3 SI M P S O N ST H D 1 0 NT S NT S 2x ST U D S @ 16 " O. C . (2 ) 10 d NA I L S EA . ST U D BA Y ~~ AT T A C H M E N T PE R SH E A R W A L L DE T A I L S RE B A R =~ N © RE Q U I R E M E N T S : \ « [4 GR A D E TO in (1 ) #4 HO R I Z . BA R WI T H I N 12 " OF TO P OF ST E M W A L L AN D WH E N A CO N S T R . JO I N T EX I S T S PE R IR C , 40 3 . 1 . 3 US E (1 ) #4 VE R T . RE B A R @ 48 " W/ ST A N D A R D HO O K . 14 " MI N I M U M PE N E T R A T I O N . DR A I N A G E SY S T E M WH E R E RE Q U I R E D PE R LO C A L CO D E S . (O W N E R RE S P O N S I B I L I T Y ) (1 ) #4 CO N T . RE B A R IN FO O T I N G 12" MIN. SL O P E 6" IN 10 ' - 0 " ip c i n s / = / : J + S FL O O R SY S T E M : 3/ 4 " MI N . T& G SU B F L O O R GL U E D AN D NA I L E D TO JO I S T w/ 8d @ 6" O. C . ED G E & 12 " O. C . FI E L D . FL O O R JO I S T S PE R PL A N @ 19 . 2 " 0. C . ST A C K E D OV E R MU D S I L L W/ 9- 3 " RI M B O A R D AT PE R I M E T E R . BL O C K JO I S T S AT IN T E R M E D I A T E SU P P O R T S . mi ~~ } 2x BO R A T E TR E A T E D MU D S I L L HI (O R ) 2X PR E S S U R E TR E A T E D | EN G I N E E R E D CO N N E C T I O N - AT T A C H MU D S I L L W/ 1/ 2 " x 1 0 " AN C H O R BO L T W/ 1/ 4 " x 3 " x 3 " PL A T E WA S H E R . EM B E D . BO L T A MI N I M U M OF 7 IN C H E S (D O NO T CO U N T E R SI N K . ) t- — 6 MI L PO L Y VA P O R BA R R I E R . PL A C E TH R O U G H O U T CR A W L SP A C E . LA P SE A M S 12 " MI N . WH E R E RE Q U I R E D , PE R IR C , R4 0 6 . 1 , DA M P PR O O F EX T E R I O R FO U N D A T I O N WA L L S . NO T E : IN S T A L L RE B A R IN A WA Y TH A T IT IS NO T WE T SE T U. N . O . BY DE S I G N E R . FO U N D A T I O N DE T A I L MA X . 4' - 6 " WA L L , MA X . 4' - 0 " BA C K F I L L PR E S C R I P T I V E FO U N D A T I O N SO L I D BL O C K I N G AT BE A R I N G NO T RE Q U I R E D WH E N JO I S T S AR E HU N G ON TH E MU D S I L L . U. N . O . RY 7 TT DO U B L E TO P PL A T E S W/ A MI N I M U M 48 " LA P AT SP L I C E S . \ FL O O R JO I S T » \ 2X 4 WA L L @ 19 . 2 " zs O. C . ST U D S DI R E C L T Y “a l BE L O W JO I S T S TY P . SH E A T H PO N Y WA L L S AT IN T E R I O R SH E A R W A L L S ON L Y 12 " x 6 " CO N T I N . —— ~ FO O T I N G . NO RE B A R N\ aN Ee y fi PE R I. R . C . SE C T I O N R4 0 3 . 1 . 3 U. N . O . ON TH E S1 SH E E T . ma AT T A C H JO I S T S TO TO P PL A T E S W/ (2 ) 10 d NA I L S AT EA . BE A R I N G PO I N T TY P . y— 2x TR E A T E D PL A T E / (O R ) 2x PL A T E OV E R VA P O R BA R R I E R _— — 1/ 2 " AN C H O R BO L T S @ 6' O. C . W/ 3" x 3 " x 1 / 4 " WA S H E R U. N . O . PO N Y WA L L DE T A I L TY P I C A L @) NT S NT S 2x MU D S I L L TO HA N G OV E R FO U N D . AP P R O X I M A T E L Y 1/ 2 " . AT T A C H SH E A T H I N G TO MU D S I L L W/ 8d NA I L S @ 6" O. C . U. N . O . ON TH E S2 SH E E T . AT T A C H MU D S I L L —— 4 ~ * W/ 1/ 2 " x 1 0 " AN C H O R ot BO L T AN D 3" x 1 / 4 " me WA S H E R @6 F T . —{ (f f = O. C . U. N . O . ON ia TH E S2 SH E E T . (5 ) CO N N E C . A HU N G JO I S T NT S YO N EN G # : AL oe fe x e m e s Bi g A www. HiLine Homes.com ©copyright 2005 HiLine Homes fo e ) [< o ) oO S w S2 s z >» ao ) -@ Tp ) ra © Sn = z Q — yg u w h r < am e ) Q) > OL o é s ee ) > Os Of OQ ok ke ow fe ) a: — + = re <x Ok > Ww W YY a = ~Y HI L I N E HO M E S | 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 89 8 R DA T E : 06 / 1 5 / 1 0 JO B # : 10 5 0 5 4 3 0 y, r WH O L E HO U S E FA N W/ TI M E R SW I T C H EL E C T R I C SY M B O L S $ LI G H T SW I T C H > SU R F A C E MN T . LI G H T ¢) 11 0 V. DU P L E X OU T L E T { RE C E S S E D DO W N L I G H T () 22 0 V. OU T L E T & 10 0 C. F . M . EX H A U S T FA N . VT O S wP ¢ ) WE A T H E R P R O O F OU T L E T @ EQ U I P M E N T CO N N E C T I O N GF I ( ) GR O U N D FA U L T IN T E R R U P T E R 9% @ ) SM O K E DE T E C T O R @ RE C E S S E D CA N LI G H T S @O 0 HE A T E R / F A N CO M B O . VT O S A TE L E P H O N E JA C K um m m . ZO N E D EL E C . HE A T E R [© ] TE L E V I S I O N OU T L E T NO T E EX A C T LO C A T I O N S OF EL E C T R I C A L FE A T U R E S SU C H AS SW I T C H E S , OU T L E T S , LI G H T S , OP T I O N S , ET C . MA Y VA R Y PE R BU I L D AR E A AN D EL E C T R I C A L CO N T R A C T O R . EL E C T R I C A L NO T E S 1. SM O K E DE T E C T O R S SH A L L BE 11 0 v . HA R D WI R E D WI T H BA T T E R Y BA C K U P AN D SH A L L BE IN T E R C O N N E C T E D . OW N E R SH A L L BE RE S P O N S I B L E FO R SM O K E DE T E C T O R S IF A MO N I T O R E D FI R E SY S T E M IS RE Q U I R E D . 2. EL E C T R I C A L CO N T R A C T O R SH A L L CO O R D I N A T E LO C A T I O N OF PA N E L AN D ME T E R WI T H CO N T R A C T O R . 3. EL E C T R I C A L CO N T R A C T O R SH A L L PR O V I D E HE A T - L O S S CA L C U L A T I O N S (O R ) FO L L O W TH E PR E S C R I P T I V E PA T H RE Q U I R E M E N T S FO R SI Z I N G HE A T I N G EQ U I P M E N T . 4. EL E C T R I C A L CO N T R A C T O R SH A L L CO N F O R M TO AL L LO C A L AN D ST A T E CO D E S . 5. EX A C T PL A C E M E N T OF OU T L E T S MA Y VA R Y DE P E N D I N G ON CO N S T R U C T I O N VA R I A B L E S . 6. WH E R E A DR Y E R IS VE N T E D TR O U G H A FO U N D A T I O N VE N T TH E VE N T MU S T BE CO M P L E T E L Y SE A L E D TO PR E V E N T MO I S T EX H A U S T AI R FR O M RE E N T E R I N G TH E CR A W L SP A C E . 7. HA R D WI R E ME C H A N I C A L RO O F VE N T IN AT T I C SP A C E . RE F E R TO RO O F FR A M I N G PL A N FO R LO C A T I O N . IN S T A L L TI M E R SW I T C H FO R ME C H A N I C A L RO O F VE N T IN SA M E LO C A T I O N AS WH O L E HO U S E FA N TI M E R SW I T C H WH E R E RE Q U I R E D . EL E C T R I C A L PL A N r = 4: 0 " www. HiLine Homes.com ©copyright 2005 HiLine Homes VICKI SUE DOHRMANN 500 GOSS ROAD PORT TOWNSEND, WA 98368 (360) 379-6994 ELECTRICAL PLAN HI L I N E HO M E S 11 3 0 6 62 N D AV E N U E PU Y A L L U P WA , 98 3 7 3 (2 5 3 ) 77 0 - 2 2 4 4 ex t . 12 9 PL A N : 89 8 R DA T E : 06 / 1 5 / 1 0 JO B # : 10 5 0 5 4 3 0 P R E D A R E D F e a : V I C K ( S U L M 6 H R A A N S 0 0 G o s s K O F o k f i r s s E e V 0 , L U A Ap e vi n n d é Lo c a t i o n o£ Tr e e Q S t r Si n > Re m o v e al \ Al d e r Tr e e s Tr e e s cv o r t h i n L ~S o v e G la r g e tr e e s , rn l o a c k of lo t GO 3 L E 56 0 -3 7 9 - £ 9 9 SE Fo r s , 7S <a , © PR B O WE D é Y / Vi c k i Do h r m a n n HE I L I N E fR I R E S 94 kA t e Sq PL Pa e z To w Sa v 0 / Ly f ] FE B LL PLE Vo {a0 PA R C E L FE 98 7 BO O 60 3 OV TE AD D RE S Sé LL Y FE S7 7 FO R T PO W SO V ) 7 hf e G I I b E ‘o f ho u s é | i \7 D3 5 0 (T r e e s +o an : av e wm a r k e B ) | Fe o n t + Si d e s o f lo t te be Ye p l a n t e p wi t h Sh r v o e s + tr e e s St o r m w a t e r Pl a n PR E D AR E Fa r : | — Vi C K ( SU E OS H R A A N LY PP R O E L FE 78 7 30 0 60 5 - — ‘) S0 O 6e s s RO SI T E lh a al ok t To w se V 0 , U4 MO D RE S S : EE E ST (= Ro " C . FO R T FO U N Se v ) , US E BE E yy 9 56 0 - 37 9 - 6 9 7 4 73 b é <0 ) | | oT os | 9 rn ot = fe r e n e t o 8Y : ~ x a - FO I E Rw | | tt 94 ka t s e Sa PL | | Co n c r e t e = 43 0 - 7 6 Fo R ? To w Sa b , tu | 8 | ee e | | Dr i v e + ta h o e et t . ~ Oo a or ; . 97 3 0 ‘ 3h ry 3 Gr a v e l Da w e = B8 0 sa Ft = Y' s s a g ? [ E E O M | e n Gc A s a e e . SE s ) g & | Vf . 4 SS Se r e @ A t e a [ \ Va We ~\ | \ 00 0 % > pa c l y 65 sa l e CU R — Cr i r y CR C R E T E = | An Ve w r p y) Dj b Ie | Y/ le | lu /d t h xo ’ | | BI O “ S il | | # 21 al l : ou oT OF FR TS E 19.06.120 would be inappropriate or unnecessary to achieve the purposes of this title or would be unreasonably burdensome upon the applicant; and b. The alternative plan is consistent with the purposes of this chapter expressed in PTMC 19.06.010; and c. Alternative plans must provide environmental, recreational, agricultural, and/or aesthetic benefits that are equal or greater to the tree retention standards con- tained in the tables in this section. 3. Off-Site Mitigation and Fees Paid in Lieu. Where an applicant cannot provide suffi- cient on-site benefits to approve an alternative tree conservation plan, off-site mitigation or payment into the city’s urban forestry account may be approved by the BCD director. Where off-site mitigation is used, the remaining bal- ance of trees must be planted at an off-site location approved by the BCD director. Where the site is city-owned property, the public works department must also approve the tree planting. Acceptable off-site locations, in order of priority, are as follows: a. Publicly owned land in the city of Port Townsend including but not limited to: environmentally sensitive areas, regional stormwater facilities, or wildlife corridors. Similar lands owned by nonprofit entities which are reserved in open space also qualify; b. Publicly owned parks or recre- ational facilities within the city of Port Townsend; ¢. Public school sites within the city of Port Townsend; d. Other mitigation or restoration sites managed by other public entities or pri- vate conservation groups; e. Other sites proposed by the appli- cant, when it is documented that higher prior- ity sites are not available or viable. D. Tree Density Requirements. All regu- lated activity shall ensure that the following tree densities shall be achieved and maintained during and after development: (Revised 12/03) 19-64 Table 19.06.120(D)(1) Minimum Tree Density Requirements for Vacant or Redeveloping Lots | Zon) ict 1) Required Tre R-I, R-II, P/OS(B) R-II, R-IV, C-I/MU, |30 tree units/40,000 square feet C-II/MU C-I, C-II, C-II(H), 20 tree units/40,000 square feet P-I, M-C C-III, M-II(A), N/A M-II(B), M-I, M-III, P/OS 2. Calculation of the Total Tree Units Required. The total number of tree units required to be provided by a regulated project or tree conservation permit approval listed in PTMC 19.06.100 shall be calculated by multi- plying gross site area, minus any public or pri- vate street rights-of-way, by the required tree density (in tree units per 40,000 square feet) set forth in Table 19.06.120(D)(1). The result of the calculation will be the total number of tree units required for the project approval. a. The tree unit calculation shall include retained or newly planted trees within the site as well as newly planted street trees located in contiguous public rights-of-way or alleys. 3. Tree Unit Credits. The number of tree unit credits given for retaining existing trees or the planting of new trees varies in order to encourage the retention of large existing trees and the planting of replacement trees that pro- vide greater Canopy areas at maturity. Tree unit credits for the retention of existing trees and the planting of new trees shall be awarded as follows: Table 19.06.120(D)(3) ‘V Tree Unit Credits GORY Se City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II ‘if R-II 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) (10,000 sf of lot area per unit) | (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 greater 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 ft = 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- family’ 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 MINIMUM 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-II, 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 zoning district See Back of This Page For More "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:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 1 of 2. 05/15/09 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II a R-IV 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-II], 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- 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’ e 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 9 4.2.2008; Ord. 2939 >> 1,2, 2007; Ord. 2913 3 2, 2005; Ord. 2925 > 4, 2003; Ord. 2782 a 4, 2001; Ord. 2716 > 4.3, 1999; Ord. 2700 3 11, 1999; Ord. 2571 3 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 2 of 2. 05/15/09 Page 1 of 2 POST ON JOBSITE PRIOR TO BEGINNING WORK ELECTRICAL CONTRACTOR ELECTRICAL WORK PERMIT # 1897688E CONTRACTOR NAME LICENSE NUMBER —_—s INSTALLATION DESCRIPTION: SEQUIM VALLEY ELECTRIC INC SEQUIVE901L3 New Home Construction PURCHASER'S MAILING ADDRESS SERVICES TO INSPECT: s 1 Sa EAGLE LANE un aes DESCRIPTION QUANTITY TELEPHONE NUMBER AMOUNT | 3606813330 SINGLE OR MULTIFAMILY | RESIDENTIAL NEW PREMISES OWNER'S NAME CONSTRUCTION - SINGLE OR Dohrmann, Vicki 2 FAMILY ENTER SQUARE FOOTAGE | 897 _| «($76.70 | ADDRESS OF INSPECTION i : 2388 Cliff St. SITE PHONE NUMBER mEapataen Peeiees-70 3603796994 PORT TOWNSEND Additional Fees May Be Assessed Upon Field Inspection POWER COMPANY PUGET SOUND ENERGY This permit expires in one (1) year from date of last activity. Applied: 9/5/2010 Expiration: 9/5/2011 Date Approved By roved By WALLS Insulation Qnly J ¢ a: (service) tfo/m Lover ) oO FEEDER CEILING Insulation Only THERMOSTAT : Fj | DITCH Inspection Date Area, Building L cauipment Inspected Action Taken ~. OS Property Owner: This is your permanent record of inspection FAILURE TO POST PRIOR TO BEGINNING WORK WILL RESULT IN CIVIL PENALTIES Attention Applicant! The Department will not conduct this inspection if there are unrestrained animals on the premises. Failure to comply with this requirement may result in additional inspection service fees and delay in service. https://secureaccess.wa.gov/Ini/epis/rptPermit.aspx 9/5/2010 2 I LoTrio 3 7 N 89°21°02" i | b 100.15° El 1 6 a : 8g @ ° Ej | 2 9; 8 Le 4 <i’ 3 : Heo) 8 14 3 2 15 2 16 1 N 89°19'09" E 200.38" AHea ChE GT “Phoenix Addition Vacant \anp - 5000s, Second Winp of PT \ Vicky Dehrrnann hy Development Services . JUN 24-2010 GITY-OF PORT TOWNSEND DSD y 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Residential Building Permit Application Project Address: Legal Description (or Tax#) Office Use Onl - | Chie ST. Addition: Pr ne nx Permit # BLD10-_\ 25> Zoning: _A TIT as © Associated Permits: Parcel# Lot (s): MLO lo- O62. Project Description: But (dina SaS SS, Fr Home , 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. _ Property Owner/Applicant: Name: Vicki Sue { Jone rng YO Address: DOO Goss RoabD City/SUZip:- fect Phone: Email: -69 Pt.coM) Contact/Representative: ~yA Name: See Aloove Phone: Email: Contractor: X Same as Owner Name: Address: City/St/Zip: Phone: Email: State License #: Exp: City Business License #: Building Information (square feet): 1° floor Bocce Garage: 2" floor ~& Carport: “Bx 3" floor %®& Other: Basement Q No bosement Finished: Unfinished: Decks / Porches Covered: Uncovered Heat Type: Electric XK Heat Pump Other Total: #Bedrooms a #Bathrooms | Size of lot HOCO Square feet Total Lot Coverage (Building Footprint):* Square feet: BAe, % | g Impervious Surface:* ,¢ > 9 Square feet4s ‘ *Total existing & proposed Steps , dicwwewAy + back patio Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $ Q5,COO What year was the structure built? Nacadt lang If work includes demolition, see Page 2. Any known wetlands on the property? Y(N ) Any steep slopes (>15%)? Y ®) | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Do Print Name: Signature: Page 1 of 2 - 1/4/2010 Date: G/2 l/ ZO -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: OA site plan showing: 1. 2. 3. —7. 8. 9 10. Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location Delineated critical areas boundaries and buffers NOne_ 1) Foundation plan: 1. 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting 0 Floor plan: 1. Footings and foundation walls Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: 2 3 4 5 6 7 a 1. 2 3 4 5 6 7 8 © . Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections 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 0 If architecturally designed, one set of plans must have an original signature UI If engineered, one set of plans must have one original signature (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 - 1/4/2010 -OVER- P R E D A R E D O F a e : V i C K { S U E D b 6 H A R A A N L Y S 0 0 G o s s K O P o k t l i u S e V 0 , U A P3 L E 56 0 - 3 7 9 - 6 9 9 4 fe r e n t Y L V i c k i Do h r m a n n H E I L I N E f r e s r e s 9 4 K A L A S a P L P o y T o w n S a v l , A P E R L -S o v e & la r g e tr e e s rn b o a c k of lo f +! La r g e Ce d a r Ag r . XI N E E Lo c a t i o n of Tr e eX io Si z e s (T r e e s to Sa v e ar e ma r k e ) R e m o v e al \ Al d e r Tr e e s Tr e e s w' t h i n U' o f ho u s e _ i , a P R R O E L F E 9 3 7 3 0 0 6 0 3 I F r o n t o l [ F F lo t 4] O/ 7 E AD D R E S S § CL P ST PE R T TO U SV D 7 Uh GL B E E Fr o n t + Si d e s o f lo t to be Ye p l a n t e s wi t h Sh r u b s + tr e e s "C e O "C e n A r p> " Fi n -S a v e _ a Al d e , Go VW , y = wv Ue i h e . 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Q Bexseh NO REA, LeRrTBwWs6) b, VA TOY JEFFERS oe aX ReURep By: Please print neatly or type information DOCUMENT TITLE Conenenys, CombitoAs A ResrRilTio’ %, AK One YY REFERENCE NUMBERS (S) OF RELATED DOC ferericé #'s on page GRANTOR (S) (Last. First and Middle Initial) Gao We RKING Men LLC /_l = \ fi Additional grantor on page GRANTEE (S) (tast, First and Middle Initi PuBu — AS SY aw i Additional grantee on page éd form: i.e. Jot,block,plat or section, township,range, quarter/quarter) lotS) 25-9 Bi 5 Lote I=10, Bob, Phosor. ASSESSOR’S BA 487 -300/-> > 4ST 400-402, 457 300 SO\,GE7 300 SOY, gq 8? 300 OS Seca 68 3 Additional parcel #'s on page__ The Auditor/Recordér will re the information provided on this form. The staff will not read the document to verify the ac¢g ey pleteness of the indexing information provided herein. 544063 Page: 2 of 11 96/16/2008 ee? @4P MUL ul) Jefferson County Aud HARRY HOLLOWAY, III When recorded return to: Excise eat ESTATE Harry Holloway III JEFFERSON c NG OUIRED PO Box 596 TREASURER Port Townsend, WA 98368 ay: DOCUMENT TITLE: Declaration of Covenants, Conditions and Restrict? REFERENCE NUMBERS OF RELATED DOCUMENTS: GRANTORS: Two Workingmen LLC, a Maine Limited Liability Company GRANTEES: Public LEGAL DESCRIPTION: Lots 1, 2, 5, 6, 7, and 8 in Block4; Lots 1-8, 13 and 14 in Block 5; and Lots 9 and 10 in Block 6; Phoenix Addition to the City of Port Townsend, Jeffe: ‘ounty, WA ASSESSOR’S PROPERTY TAX PARCEL NO.: 987 300 403 987 300 402 987 300 501 987 300 504 987 300 506 , and Easement TO CITY OF PORT TOWNSEND ited Liability Company, acting by er (the “Owner” or on County, State of The undersigned Two Workingmen LLC, a Mains and through Paul F. Driscoll, its Member, is the legal and equitable “Grantor”) of the following described real property lovatsd i g Washington: Lots 1, 2, 5, 6, 7, and 8 in Block4; Lots Block 6; all in Phoenix Addition to the Washington (APN: 987 300 403, 987 300M and 987 300 603) -8, 13 and 14 in Block 5; and Lots 9 and 10 in of Port Townsend, Jefferson County, 987 300 501; 987 300 504, 987 300 506, Recitals: Owner desires to provide for presenhe ure uses of said property consistent with its e8,/-2 g for the protection and preservation of the character of the property and its neighbé and remain subject to the terms of these development thereof: NOTE: Certain terms of this ation are established pursuant to conditions of City of Port Townsend approvs se items slfall not be amended or modified without the 1. Restrictions created bythis document affect all the above described parcels. They are and 944063 Page: 3 of 11 ONL URI 2°. Jefferson County Rud HARRY HOLLOWAY, III MULTI 94.00 shall be, construed running with the land binding upon the Owner and all subsequent owners and occupiers of the land or any interest therein. It is the intent of the Owner that the restriction shall bind and restrict the land, the Owners, their successors, grantees, 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 agreed to between the parties. The cost of Arbitration will be apportioned equally between the parties associated with the arbitration. If the parties cannot agree to arbitrate, all parties may enforce their rights under Section C below. 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 Jefferson, State of Washington. on said parcels or lots. 6. There shall be no heat pumps or exterior mechanical heati devices on said parcels and lots which exceed a maxi dpe i 9. A minimum roof pitch of 6/12 is required-o Architectural Shingle is required on all gable roo concealed with a minimum 24" parapet wall. 10. All mechanical equipment, fuel storage tan) ept solar collectors, propane tanks, heat pumps or exterior heating, cooling ila s shall be screened so as not be visible from any Public Right of Way. 2 site topography and soil types, emphasizing g réquirements. Turf grass will be limited to 25% of jety requiring less irrigation and minimal 11. Landscape will be with plants a drought tolerant varieties with low wa landscaped area and be a dreught to maintenance. 12. No inoperable ve storage or an similar/asesy craft or off-road ve line of said parcels ang écr vehicles, trailers (whether for recreational, utility, able récreational devices such as boats, jet skis, personal water s will be stored or parked adjacent to or along any property 13. All garages, ¢a de storage or other accessory structures shall be attached to 544063 Page: 4 of 11 LE vg 02:04P permanent concrete foundations and comply with setbacks; be constructed to comply with roof pitch and exterior wall/roof covering material contained herein. MAA Jefferson County Aud HARRY HOLLOWAY, III 14. No temporary structures, signs, tents, tarpaulins or yurts (except for Real Estate Sales Signs) shall be located or erected on said parcels and lots for longer than 7 days. 15, All garages, carports, outside storage or other accessory structures shall be equipped with a door adequate to prevent their contents from being visible from any Public Right of Way and be kept closed except when in use. attached to the dwelling units they serve. They shall be located above and may not project above the ridge of the roof to which they are attacl limitation is intended to prevent one owner from using théstreet-t6 park more than one vehicle owned by that owner. This limitation does ngtprevent City parking code enforcement, and no one has any assigned or private on street parking. “Fhis limitation does not prevent temporary use of more than one space for guests and visitors. he ati sn ¢ ; monty ecreated by the Grantor Two Workin monty are conditions of SEPA MDNS Permit y, these conditions are enforceable by the ars. See Section C below. Oa f Ih | ee same a2: @aP ttmcaon, county | HARRY HOLLOWAY, IL MAT 22. 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 Department. Limitations on tree removal, requirements to protect certain trees and/or plant new trees and signing of a tree conservation affidavit as a condition of building or other site development permits may be required. Interested parties should contact the City of Port Townsend for additional information on tree conservation measures applicable to any lot. 24. The West 10 feet of Lots 1, 2, 5, 6, 7 and 8 in Block 4 of Phoenix Addition to the City of Port Townsend are subject to a restriction prohibiting removal of all trees 18 inches or fnore in diameter as measured at a point on said tree four feet above ground level without approval of Townsend. “PINAL STORMWATER MANAGEMENT PLAN” for the above pro Site, ' tes engineer, together with Stormwater Maintenance ‘Procedures prepared b agton Engineers, also on file with the City Engineer for the City of Port Townsend, shane to the adopted plan or procedures shall be with the written approval of #1 ywnsend. Procedures prescribe minimum maintenance requirem¢ 5 Of the above property within Blocks 4, 5 and 6 of Phoenix Addition to the City of ¥ In the event of any conflict between the provisions of said Plan or Maintenance Proce and this declaration, this declaration shall prevail. A copy of the approved maintenance A to these Covenants, Conditions & Restrictions. The hall-be responsible for the maintenance of the storm water catch basins in the right-of-way. Future lot owners are responsible for maintenance of the storm wa' s and infiltration beds. K) of an obligation, the obligation may be ¢ owners, and any one owner may be held ent. Inthe event of correction and enforcement by one owner or less than all owners, then that.qwrer, or those owners have the right of contribution over and against offending owners pt thereds no right of contribution by one whose acts o omissions Gosinding acts or omissions of theik guests, tenants, representatives or invitees) gave rise to the obliga / means that in the event of a breach (or threatened by enforced against all owners or only or soin¢ o' liable for the entire correction and enfo violation or threatened Viotati available to the Ci its Zoning code. eee cemena Sabin emetns ete nt 544063 mnonneu ine esr? Jefferson County Aud HARRY HOLLOWAY, ITI mut oa 29. Enforcement Rights- Applies to City for City Enforcement of Paragraphs under Section B above, and to Owner(s) for Enforcement of Paragraphs under Sections A and B above. In addition to any enforcement action by the City, the City may enforce Paragraphs under Section B and any Owner(s) may enforce Paragraphs under Sections A and B above, by bringing an action in law or in equity in a court of competent jurisdiction to enforce the terms of this Declaration, including: a. To enjoin the violation, ex parte if 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. 31. Scope of Relief. City’s and/or rights under this Section apply equally irrthe-event ofether actual or threatened violations of the terms of this Declaration. City’s a e at law for any violation of the terms of this Declaration are inadequate a remedies. City’s remedies described in this Section shall be cumula all remedies now or hereafter existing at law or in equity. Speci any way the authority of the City codes and regulations. e terms of this Declaration as determined by the Court. The prevailing party in any judicial proceedings initiaté shall be modified to reasonable expenses, including a 32. City’s or Owner(s) Forbearance. Forbearance b or Owner(s) to exercise its rights under this Declaration in the event of any breach of any térms_of this Declaration by Owner(s), their agents, employees, contractors, family members, invitees, or licensees, shal! not be deemed or construed to be a waiver by City or Owners ch term of any City’s or Owner(s) rights under this Declaration. No delay or omission by City ox Owner(s) in this exercise of any right or remedy upon any breach shall impair such righ edy Sr be construed as a waiver. Signed this 29" day of April, 2009 Two Workingmen LLC, a Maine volte Company daadcammal (ap By: Paul F. Driscoll, laa eS W> Approved as to terms ap ity of Port Townsend this 2% day of April, 2009 544063 Page: 7 of 11 Jefferson County Aud HARRY HOLLOWAY, ITI MULTI 94,00 STATE OF MAINE COUNTY OF CUMBERLAND I certify that 1 know or have satisfactory evidence that Paul F. Driscoll, Member of Two Workingmen LLC, a Maine Limited Liability Company, is the person who a ed before me, and sai person(s) acknowledged that he signed this mnstroment, on oath it he is authorized to execute the instrument and acknowledge it as the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated: April 29, 2009 Catrras X- Hee ame: AT Ee FA. Horr Notary Public in and for the State of Maine Residing at 1/3 ScAmmMAN ST, SO. PORTLAND, ME OF10G My appointment expires: CATHERINE A. HOLT 544063 Page: 8 of 11 96/6/2000 oe @4P WA : Un Jefferson County Aud HARRY HOLLOWAY, IIT ~ EXHIBIT A Project: Two Working Men - Lot of Record Certification FINAL STORMWATER REPORT Date: September 6, 2007 Revised September 6, 2007. This revision Rorates comments from the City of Port Townsend Departme : Jorks. ef: 360-405-1420 : 360-377-4153 | a + admin@wa-eng.net : Finaf Stormwater Management Plan Stormwater Maintenance Manual Phoenix Addition, Blocks 4, 5 and 6 Stormwater Maintenance: The document is a supplement to the Stormwater Design Manual for the project and is intended to provide a maintenance plan to ensure the continued proper operation of all stormwater facilities in Blocks 4, 5 and 6 of the Phoenix Addition to the City of Port Townsend. Lack of maintenance could lead to local flooding, water damage and costly repairs or replacements of these or other infrastructure. The total area served by the stormwater system is approximately 4.79 acres, including runoff from the streets and an allowance for 20% impervious coverage on each lot. For those lots wioth more than 20% impervious coverage, additional on-site measures such as use of pervious pavements and roof drain infiltration systems will be required. Stormwater System Description: collects surface water from the roadway and landscaped areas on the stormwater to a series of infiltration beds that are located throug intent of the design is to implement tow impact development (LID) tec stormwater management on the site and to eliminate the need foreta pond. Maintenance Intervals: Catch Basins: Twice per year (April and Swales/Infiltration Beds: Twice per year (April and 3 Project Construction information: Contractor: Moving Earth LLC Address: Port Townsend, WA 98: Phone: (360)385-4415 Date of Construction: February-Jung Name: Engineering Phone: C10f3 LS Jefferson County Aud HARRY HOLLOWAY, III 544063 Page: 9 of 11 ba ag ae QaP MULTI : Stormwater Maintenance Manual -GATCH BASIN MAINTENANCE Maintenance Defect Conditions When is hd d Its Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately | No Trash or debris located Debris in front of the catch basin opening or Is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from | catch basin. the battom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of si inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes blocking more than 1/3 of Its height of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation within or dangerous gases (e.g., methane). the catch basin. { ~ J Sediment Sediment (in the basin) that exceeds 60 No sediment ig the percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case jess than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Tap stab has holes larger than 2 square | top slab Is Yree-of foles Damage to inches or cracks wider than 1/4 inch and Frame and/or . Tap Siab (intent is to make sure no material is into basin). Frame not sitting flush on top stab, i.e. Sy fees ing flush on separation of more than 3/4 inch of the fram the riserrings or top slab from the top slab. Frame not securely ly attached. attached . Fractures or Maintenance person ju t sttucture is | Basin replaced or repaired Cracks in unsound, to design standards. Basin Walls/ Battom Pp Grout fillet has Pipe is coronal and than 1/2 Inch and longer secure at basin wall. joint of any inlet/outlet pip soll particles a cracks. Settlement/ If failure of basin hi Basin replaced or repaired Misalignment | function, or design problem, to design standards. Vegetation Vegetation grow nd ttacking more | No vegetation blocking than 10% of, in ’ apening to basin. Vegetation g ving in nig at pipe joints | No vegetation or root vat re than six7 i and less than | growth present. Catch Basin Cover Not in Thigsing Or only partially in place. Catch basin cover is Cover... lace na catch bas) requires maintenance. | closed Locking anistt annot be opened by one Mechanism opens with Mechanis! inte n with proper tools. Baits |. proper tools. Not Wo! into frame than 1/2 Inch of thread. Cover Difficu ne niaigtenance person cannot remove lid | Cover can be removed by to Remove normal liffing pressure. one maintenance person. (intent is cover from sealing off access (No maintenance.) C2 0f3 Ma 2 Gree eeemaeere woe Jefferson County Aud HARRY HOLLOWAY, ITI 11 06/16/2009 02:04P Stormwater Maintenance Manual SWALE/INFILTRATION BED MAINTENANCE Maintenance Defect or Condition When Recommended Maintenance to Correct Component Probi Maint se is Needed Probl General Sediment Sediment depth axceeds 2 Remove sediment de ong! Accumulation on | inches. treatment area of the 8. Grass finished, swale should be level from side to side and drain freely toward outet. There should be no areas of water once infiow has ceased. Standing Water | When water stands in the pei doy following may apply: remove swale between storms and iment or trash blockages, improve - does not drain freely. grade from head to foot of swale, clogged check dams, add underdrainsg.or convert to a wet biofiltration swale. Flaw spreader Flow spreader uneven or Level the spreader and clean so N pe cg that flows are not} are spread evenly over entire width. unit y distributed through entire swale width. Constant When small quantities of Add 2 low-fiow pea-gravel Baseflow water continually flow through | of the swale or by-pass seflow the swale, even when it has around the swale. been dry tor weeks, and an , muddy channel has formed in the swale bottom. Poor Vegetation | When grass is sparse or bare Coverage or eroded patches occur in more than 10% of the swale bottom. Vegetation When the grass becomes excessively tall (greater than 40-inches); when nuisance weeds and other vegetation starts to take over. Excessive Grass growth is poor because | If possila im back over-hanging limbs Shading sunlight does nat reach and remove y vegetation on swale, adjacent slopes. intet/Outiet inletoutlet areas clogged with Remove material so that there is no sediment and/or dabris. ing or blockage in the inlet and outlet Narea. Trash and Trash and debris Removed trash and debris from biaswale. Debris accumulated in the, . : Accumulation IY Erosion/Scouring | Eroded of stored Sa (CT ehr nuts or bare areas less than 12 inches botiom de tO 11d ide, repair the damaged area by filling channelizatio gher with crushed . (fbare areas are ; large, generally greater than 12 inches the swale should be re-graded re-seeded. For smailer bare areas, overseed when bare spots are evident, or . take plugs of grass from the upper slope and ptant in the swale bottom at 8-inch > intervals. C3 of 3 Jefferson County Aud HARRY HOLLOWAY, IIT IMA 544063 Page: 11 of 11 06/16/2009 @2:04P MULTI 94.00 City of Port Townsend Development Services Department CITY OF PORT TOWNSEND Vo BUILDING NUMBER APPLICATION Name of Property Owner: \/ | CK | C. De hr Vr) Mailing Address: 5OD (ADEs Ko AD Port Toumsenn , WA VS ACK Telephone: ACO At? (09 C Uy Property is located in: - Addition. PQOCMIX_ Block(s):__(p Lot(s): q Faces/Access is from: Ch FE St. Street Parcel Number Q%K 4300 (Cas Directions to the Proper draw vicinity map on back) Th Brant on Clie St. If this is anew ADU, has a building permit been applied for? _ Yes ___No Date: Notes: i yn me HOUSE NUMBER ASSIGNED: BUS C\ ee St. Date of Approval: For Department Use Only: Application Fee Received ($3.00, TC 2200): Date: Copy to: O Finance 0 Fire Dept O Post Office 0 Sheriff 0 Police (Lyn) O GIS 0 Public Works 0 DSD database 0 Assessor’s Office For address changes: 1) Qwest Address Management Center ~ 206-504-1534 http://ptimaging/DSD/Building_Forms/BuildingPermitPacket/Application-Address Number.doc ; 6/12/06 Parcel Details Jefferson County \ =/-. Same Home ni = ‘ County Info © Departments ~ Search Parcel Number: 987300603 SEARCH Parcel Number: 987300603 Printer Friendly Owner Mailing Address: SECOND WIND OF PORT TOWNSEND PO BOX 4600 PORTLAND ME041124600 Site Address: 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: PHOENIX ADDITION Assessor's Land Use Code: 9100 - VACANT LAND Property Description: PHOENIX ADDITION | BLK 6 LOT 9 | REST/COVT #544063 | | Click on photo for larger image. | No | No ond cE Photo Ei Photo Available Available No Permit Data Mt eee bel A/V, Sales Info Map Parcel Plats & Surveys Available » Jefferson County Best viewed with Microsoft Internet Explorer 6.0 or later €é Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel_ NO=987300603 HOME | COUNTY INFO | DEPARTMENTS | SEARCH ; Page 1 of 2 6/21/2010 Washington State Department of Labor & Industries Contractors or Tradespeople Detail Return to List > Start a New Search > &) Printer friendly Verify Workers' Comp Premium Status Check for Dept. of Revenue Account About General/Specialty Contractor A business registered as a construction contractor with L&l to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name —Hi-Line Homes — UBI No. 4) 602167453 Phone No. (253) 840-1849 Status i) Active Address 11306 62Nd Ave E License No. -HILINH*981BT — Suite /Apt. License Type ¥ Construction Contractor City Puyallup Effective Date 1/30/2002 State Wa ‘ExpirationDate 2/10/2012 Zip 98373 Suspend Date a) County Pierce Specialty 1 4) General Business Type Corporation Specialty 2 a> Unused © Other Associated Licenses License Name Type Specialty 1 Specialty 2 EILGEAIVE Expiration Status i vp P 'y P : Date Date Hi-Line Construction HILINH*983BD General Unused 1/4/2002 11/8/2011 Active ~~ Homes Contractor Creative ; Cabinet ; Construction . . CREATDB101QM Design ConWHEOr Carpentry/Framing And 11/14/1990 11/7/1994 Archived Builders Millwork Hiline Of Construction HILINW*960BL General Unused 1/13/2004 1/13/2008 Expired Woodland Contractor Creative . ; Construction . CREATDBO66QG Design General Unused 11/7/1994 11/7/2003 Inactive — ; Contractor Builders Inc © Business Owner Information & Hide All Name Role Effective Date Expiration Date Hollis, Robert A Member 02/09/2010 https://fortress.wa.gov/Ini/bbip/Result.aspx 6/30/2010 srorian Searonr & Arts Commusrry Home Residents Business City Hall unell Contact Visitors Links Search WebCams! Weather Home > Finance > Business License Search QuickLinks City of Port Townsend Forms Business License Database Search Utility Billing Online Bill Pay Business License Info The City of Port Townsend Tax & Business License Records Database provides Budget & you with public information for businesses registered with the City of Port Audit Reports Townsend. It is a free service provided for informational purposes only. Creating a list from this information for commercial purposes is prohibited by law. Use this page to search for "Active Status” businesses to get business name, owner and location information. Business Name: nwc If the complete name is not known, you can enter a partial name. For example, if you enter the word House, every business with that word in it's name will appear. Business Name: ‘NW CENTRAL CONSTRUCTION, INC | Site Address: 94 KALA SQUARE PL | Owner: HOLLIS, ROBERT MOEN, JAMES Ownership: License Number: 007315 Expiration Date: 2010/12/31 UBI Number: 602167453 UNDEFINED DBA tH-UNE Homes (360)-379-5047 The Official Website for Website Disclaimer TTY Relay: 711 or City of Port Townsend Government Best viewed with Firefox and Internet (800)-855-1155 © Copyright 2006-2010 Explorer Select Language Powered by GO» 8!e” Translate http://www. cityofpt.us/Finance/hdl.asp 6/30/2010 Receipt Number: 10-0592 BLD10-125 987300603 Plan Review Fee $586.79 $586.79 $0.00 BLD10-125 987300603 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-125 987300603 Mechanical Permit Fee per Dwelling Ui $150.00 $150.00 $0.00 BLD10-125 987300603 Plumbing Permit Fee per Dwelling Uni: $150.00 $150.00 $0.00 BLD10-125 987300603 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-125 987300603 Building Permit Fee $902.75 $902.75 $0.00 BLD10-125 987300603 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-125 987300603 Technology Fee for Building Permit $18.06 $18.06 $0.00 BLD10-125 987300603 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-125 987300603 Site Address Fee $3.00 $3.00 $0.00 Total: $1,775.10 10-0528 06/21/2010 | PLAN REVIEW DEPOSIT 150 $150.00 BLD10-125 CHECK 3794 $ 1,775.10 Total: $1,775.10 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-125 987300603 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 3789 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1