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Permit File BLD-2018-0397 2205 23rd Street
Y Q 0 City of Anacortes 904 6th Street P.0.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2018-0397 06/20/2018 12/17/2019 Job Address: 2205 23RD ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN Remarks: New Single Family Dwelling Owner: LANDED GENTRY Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 Phone: (360) 755-9021 General Information: Contractor: Address: Phone License #: LANDED GENTRY DEVELOPMENT INC 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 (360) 755-9021 Fees: Plan Review Deposit State Building Code Fee Sewer Inspection Fee Storm Drain GFC-Residential Sewer GFC-Residential Park Impact Fee Traffic Impact Fee Total Calculated: Deposits/Receipts: Total Due: 200.00 4.50 50.00 1,597.48 9,482.66 615.00 2,641.40 14,591.04 0.00 14,591.04 -r If' tT• Y•. i i Q N- LA I> ICI •t• ,A 0 — 0 Z ham! I•+ �I �1 C4 1,1 1�1 LL +n %I0 1m ,.r y 1 1� ON III Laj �' Iii I a. rn .., X, Il l { ,L• -. m THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OF IF::' CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED:. �f•: HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIC31 E OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, TNT-1 GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATECOR-1 LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. %6 77 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ,_I CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 2205 23rd St Owner: Landed Gentry Development INC Constructed by: Landed Gentry Development INC Building Permit #: BLD=2018=0397 Date issued: August 21st, 2018 Use Zone: R2 Dated: March 12th, 2019 Authorizing Official:—e'e.•� I6 -C) �( Hydrant Flow Test Report Test Date 6/20/2018 Test Time 8:30 AM Location 2205 23rd St Anacortes, WA 98221 Notes Tested by Mark Taitano Commercial Fire Protection, Inc. 17199 Bennett Rd Mount Vernon, WA 98273 (360) 848-9093 Hydrant 698 In accordance with 2015 IFC Table C102.1, this test may be used to calculate a maximum of 1750 gpm. 100 80 60 ps i 40 20 0 Read Hydrant 79 psi static pressure 60 psi residual pressure hydrant elevation Flow Hydrants) Pitot Outlet Elev Size C Pressure Flow #1 3.5 0.93 34 1982 gpm 0 750 1500 Flow Graph 2250 gpm 3QOQ 3656.8 gpm at 20 psi Created with the free hydrant flow test program from www.igneusinc.com 3750 ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager P.O. BOX 547, ANACORTES, WA 98221 E-MAIL: stevel@cityofanacortes.org Memo Date: August 67 2018 To: Kait Nelson, Associate Planner From: Steven Lange Subject: PW Review of Drainage Report — 2205 231d Street PH(360) 293-1920 FAX(360) 293-1938 cc: Eric Shjarback, Justin Symonds, Libby Grage, Don Measamer A review of the revised drainage report was completed by the Public Works Engineering Department on August 6, 2018. Below are comments and recommendations: 1. The proposed Dry Well\Downspout Infiltration BMP is within the high water table identified in the Herrigstad Drainage Report. The proposed BMP is infeasible. It is recommended to use the Peforated Pipe connection and connect to the Catch Basin at the intersection of 23rd Street and D Avenue. A sketch is provided on the Erosion Site Plan. Enclosed: • Sheet 1 of 2 —Reviewed • Sheet 2 of 2 —Reviewed • Public Works work sheet • Drainage Analysis —Reviewed. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services HERRIGSTAD ENGINEERING PS Civil Engineer 4320 Whistle Lake Anacortes, WA 98221 August 1, 2018 Kait Nelson Associate Planner, City of Anacortes PO Box Anacortes, WA 98221 Subject: Drainage plan for 2205 23`� Street. Dale Herrigstad, P.E. (360)2994804 I have made corrections to the drainage report with the following responses to your review as follows: 1) The DOE Stornlwater Manual states that a soils test must be done in the location of the infiltration system (the tests were done in the NW and SW corners of the lot, while the proposed drywell is in the NE corner). I spoke with Linda Spicher and she will get the low point of the property in the future but did feel the soils in this site are pretty similar on the high and low side of the property and the soil sampling is representative of the proposed location of the dry well. 2) The soils report shows the loading rate (gallons per square foot per day) —please provide calculations that convert this to inches per hour for each depth and each test pit. I added the conversion to the chart by Linda and show the loading rate at inches per hour. 3) The depth of a high water table must be at least a foot from the bottom of a drywell (5'), but the location of the high water table in the test locations is estimated to be at 3'S" in the NW corner and 2'7" in the SW corner - This is my main concern. We revised the drywell to a maximum depth of 2'5" allowing 1' above the anticipated water table of 3'S". 4) It appears that the drywell is located in the driveway. [t would be more ideal to move it closer to the Eastern property line (we allow up to 3' to the property line), to avoid unintentional compaction, but this will not be required. We will excavate and install the drywell near the end of construction and before the driveway is paved. Since the drywell will be excavated to a depth of 2'5" the soil below 2'5" will not be compacted. Compaction will only occur in the top 6" to 12" maximum. 5) It appears that the overflow described in the drainage report does not exist. It looks as if it may be referring to the driveway catch basin, but that looks like it is draining to the drywell. If this is not the case, please show clarification on the site plan. The catch basin in the driveway will typically drain to the drywell except when the drywell has no more capacity in which the catch basin will overflow to the gutter line. Let me know what you think and whether you have any additional questions! Sincerely, Dale Herrigstad PE HERRIGSTAD ENGINEERING PS Civil Engineer 4320 Whistle Lake Anacortes, WA 98221 August 1, 2018 Kart Nelson Associate Planner, City of Anacortes PO Box Anacortes, WA 98221 Subject: Drainage plan fotStreet. Dale Herrigstad, P.E. (360) 299-8804 CITY OF ANACCJF1i-FS I have made corrections to the drainage report with the following responses to your review as follows: 1) The DOE Stormwater Manual states that a soils test must be done in the location of the infiltration system (the tests were done in the NW and SW corners of the lot, while the proposed drywell is in the NE corner). I spoke with Linda Spicher and she will get the low point of the property in the future but did feel the soils in this site are pretty similar on the high and low side of the property and the soil sampling is representative of the proposed location of the dry well. 2) The soils report shows the loading rate (gallons per square foot per day) —please provide calculations that convert this to inches per hour for each depth and each test pit. I added the conversion to the chart by Linda and show the loading rate at inches per hour. 3) The depth of a high water table must be at least a foot from the bottom of a drywell (5'), but the location of the high water table in the test locations is estimated to be at 3'5" in the NW corner and 2'7" in the SW corner - This is my main concern. We revised the drywell to a maximum depth of 2'5" allowing 1' above the anticipated water table of 3'S". 4) It appears that the drywell is located in the driveway. [t would be more ideal to move it closer to the Eastern property line (we allow up to 3' to the property line), to avoid unintentional compaction, but this will not be required. We will excavate and install the drywell near the end of construction and before the driveway is paved. Since the drywell will be excavated to a depth of 2'5" the soil below 2'5" will not be compacted. Compaction will only occur in the top 6" to 12" maximum. 5) It appears that the overflow described in the drainage report does not exist. It looks as if it may be referring to the driveway catch basin, but that looks like it is draining to the drywell. If this is not the case, please show clarification on the site plan. The catch basin in the driveway will typically drain to the drywell except when the drywell has no more capacity in which the catch basin will overflow to the gutter line. Let me know what you think and whether you have any additional questions! Sincerely, / Dale Herrigstad PE 4320 Whistle Lake Road Anacortes, WA 98221 HERRIGSTAD ENGINEERING PS Civil Engineer 2205 23rd Street Home Site DRAINAGE ANALYSIS July 18, 2018 Revised August 1, 2018 Job # 2018-85 Prepared By: Dale K. Herrigstad P.E. Owner: Landed Gently Homes 504 E. Fairhaven Burlington, WA 98233 Dale Herrigstad, P.E. (360)299-8804 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement #1: Prepare a Stormwater Site Plan 4 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) 4 Minimum Requirement #3: Source Control of Pollution 4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement #5: On -site Stormwater Management ATTACHMENT A Developed Site Dawings ATTACHMENT B Soils report ATTACHMENT C DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT D Soil amendment requirements PROJECT DESCRIPTION This project is to construct a 1, 992 square foot (roof area) home and 844 square feet of walkways, porch, patios and driveway areas for a total of 2,836 square foot total impervious area on a 7,500 square foot lot at 2205 23rd Street. See ATTACHMENT A. EXISTING SITE CONDITIONS The 7,500 square foot or 0.17 acre site is grass with some trees. The site slopes at an average from the southwest down to the northeast at 7% over the site. Linda Spicher, Septic System Designer, completed a soils report for the site and is included in ATTACHMENT B. The underlying restrictive soil layer was found on site at 41 on the north low side of the house and 31 at the south high side of the house. The water table was found at 41" to 3 1 " respectively. 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure I-2.4.1 Flow Chart: Does the site have 3 5 % or more of existing impervious coverage — No Does the site add 5000 square feet of new impervious surfaces — No Does the site convert 3/4 acres or more of native vegetation to lawn — No Does the project have 2,000 square feet of new impervious surfaces — Yes Minimum requirements #1 through #5 apply to this project. (See flow chart in ATTACHMENT C) Minimum Requirement #1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps (page 34). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at 7% for most all of the existing lot. The site is undeveloped with grass and 8 to 10 trees. Single family homes lie to the east and west. A gravel road is in the alley to the south. 23rd Street with curb, gutter and sidewalks lie to the north on the downhill side of the property. The site soils as discussed above are found to be shallow with a restrictive layer at 41" to 3 1 " below the surface with a water table at 41 to 31 ". The soils report is included in ATTACHMENT B. Step 2. Prepare a Preliminary Development Layout. During construction all 7,500 square feet of the lot will be disturbed. A proposed layout is attached as ATTACHMENT A. Step 3. Perform an offsite analysis: Storm water from this site shi alley on the uphill side of the site and not flow onto this site. The enclosed drainage system in 23rd Street flows east to "D" Avenue and is discharged to open ditches along the west side of 23rd Street flowing north down a 12% hill. At the bottom of the hill at 19th Street the drainage enters an enclosed drainage system that continues north and stays in an enclosed system until discharged to Guemes Channel approximately %2 mile to the north. Step 4. Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is under 5,000 square feet at 2,836 square feet. Minimum requirements 1 through 5 are required. Step 5. Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment A. LID options will be addressed in Minimum Requirements #5 below. Step 6. Prepare a Construction Stormwater Pollution Prevention Plan.W See minimum requirement #2 below for SPPP. Step 7. Complete a Stormwater Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. L'1 Step 8. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. Minimum Requirement #2. Construction Stormwater Pollution Prevention (SWPP) This project must meet the 13 elements of a SWPP because the site exceeds the threshold of 2,000 square feet of new impervious surfacing. See the attached SWPP plan. Minimum Requirement #3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain. Covering the slopes as discussed in the SWPPP shall be implemented. This site surface water naturally drains to the northeast and onto 23r° Street. All drainage that is not infiltrated will also be conveyed to the enclosed drainage system. Minimum Requirement #5: On -site Stormwater Management As indicated above the impervious soil layer was found on site at 41" to 3 1 " in depth as shown in the report. The water table was found at 41 to 31 respectively. The site will be thoroughly re -graded. See ATTACHMENT A. BMP T5.13: Post -Construction Soil Quality and Depth, Lawn and landscaping areas. All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT D. LIST #1 because the site triggered Minimum requirements #1 through #5 . 1. BMP T5.30: Full Dispersion — Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation on this property. BMP T5.10A: Downspout full infiltration — Minimum setbacks shall be 10 feet from any structure and 3 feet from property lines and 3 feet or more of permeable soils to the seasonal high ground water table. A downspout infiltration drywell will be installed in the northeast low corner of the site. An overflow pipe will be installed and tight lined to a catch basin in 23rd Street near the middle of the lot. Drywells would require 90 cubic feet for each 1,000 square feet of roof area and driveway area. For 1,992 square feet of roof and 844 square feet of driveway we need 255 cubic feet of drywell. 16 feet long by 6.7 feet wide by 2'-5" feet deep drywell would provide 259 cubic feet of volume and would fit in the northeast corner of the site within setbacks of 3 feet to adjoining property lines. The drywell can be placed below the driveway and landscaping. 2. BMP T5.14A: Rain Gardens or BMP T7.30: Bioretention Cells, Swales, and Planter Boxes — Downspout infiltration is provided as shown above. 3. BMP T5.10B: Downspout Dispersion Systems — Downspout infiltration is provided as shown above. 5 4. BMP 15.10C9 Perforated Stub Out Connections —Downspout infiltration is provided as shown above. OTHER HARD SURFACES (driveways and patios) 1. BMP T5.30: Full Dispersion — Requires native vegetation on site and there is no native vegetation on this site. 2. BMP T5.15: Permeable Pavements — An infiltration drywell is provided as shown above to account for the pavement and roof area. BMP T7.30: Bioretention Cells, Swales, and Planter Boxes — An infiltration drywell is provided as shown above to account for the pavement and roof area. 3. BMP T5.12: Sheet Flow Dispersion — An infiltration drywell is provided as shown above to account for the pavement and roof area. BMP T5.11: Concentrated Flow Dispersion — An infiltration drywell is provided as shown above to account for the pavement and roof area. Soils Report Linda Spicher, Septic System Designer License 5100294 (360)708-3004 Project/Client: Landed Gentry Homes and Communities Contact: Steve Baughn Site Address: 2205 23d Street, Anacortes, WA 98221 Parcel Number: 133$48 Date on Site: 6/19/18 Page / of lv Map Unit, Natural Resources Conservation Service: #38, Loveland -Bow complex, 5 to 10% slopes Hydrologic Soil Group: C/D Soil Log 1 0 — 7 brown medium sandy loam 7 — 41 tan fine sandy loam, roots 41 — 45 medium sandy clay, mottles anticipated water table at 41" Soil Loq 2 0 — 8 brown medium sandy loam 9 — 31 tan fine sandy loam, roots 31 — 37 medium sandy clay, mottles anticipated water table at 31" r� Soil Type Loading Rate2 4 0.6 5.8 in�3/hou 4 0.6 5.8 in�3/hou 7 not suitable 4 0.6 5.8 in''3/hou 4 0.6 5.8 in�3/hou 7 not suitable ' One of seven numerical classifications of fine earth particles and rock fragments as described in WAC 247-272A-0220 (2)(e). z From Chapter 247 272A WAC: "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day (gal/sq. ft./day). - E7«■� LL �✓� �oF fp W O w etS w a g c�k H 4 e 3 w�ga�o O I I I to liz oil I n - V I TV --- 'as dwT9,z a� SON*$* is J i ' AWN 17 4 K. 1 _._ _.1 424th St= q �pd!F457 S oT to Skagit County Area, Washington 38—Cove1and-6ow complex, 5 to 10 percent slopes Map Unit Setting • National map unit symbol: 2hvn • Elevation: 0 to 450 feet • Mean annual precipitation: 15 to 60 inches • Mean annual air temperature: 48 to 50 degrees F • Frost -free period: 150 to 220 days • Farmland classification: Prime farmland if drained Map Unit Composition • Coveland and similar soils: 50 percent • Bow and similar soils: 40 percent • Minor components: 10 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Coveland Setting • Landform: Hillslopes • Parent material: Glaciolacustrine deposits Typical profile • HI - 0 to 9 inches: gravelly foam • H2 - 9 to 14 inches: very gravelly sandy loam • H3 - 14 to 52 inches: silty clay • H4 - 52 to 60 inches: silty clay Properties and qualities • Slope: 0 to 3 percent • Depth to restrictive feature: 8 to 20 inches to abrupt textural change; 39 to 59 inches to densic material • Natural drainage class: Somewhat poorly drained • Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) • Depth to water table: About 0 to 18 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: Very low (about 2.1 inches) Interpretive groups • Land capability classification (irrigated): None specified ,�.P44FE to 400ar 60 • Land capability classification (nonirrlgated): 5w • Hydrologic Soil Group: C/D • Forage suitability group: Wet Soils (G002XN102WA) • Hydric soil rating: Yes Description of Bow Setting • Landform: Hillslopes • Parent material: Volcanic ash, glaciolacustrine deposits, and glacial drift Typical profile • HZ - 0 to 7 inches: gravelly ashy loam H2 - 7 to 17 inches: very gravelly ashy loam • H3 - 17 to 31 inches: clay loam • H4 - 31 to 60 inches: silty clay Properties and qualities • Slope: 5 to 10 percent • Depth to restrictive feature: More than 80 inches • Natural drainage class: Somewhat poorly drained • Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) • Depth to water table: About 6 to 18 inches • Frequency of flooding: None • Frequency of ponding: None • Available water storage in profile: High (about 10.4 inches) Interpretive groups • Land capability classification (irrigated): None specified • Land capability classification (nonirrigated): 4w • Hydrologic Soil Group: C/D • Forage suitability group: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: Yes Minor Components Bellingham, undrained • Percent of map unit: 10 percent • Landform: Depressions • Hydric soil rating: Yes m� Z a Q N 0 m a LL Q w= m z z= Q e. e -<� awl o __ p{} __ ______, wo 3 e. low3�v� - 0. x CI m�9 SID III a _.coo,It , Ewa rnmILL Not -, -a It .a. .r.- �-,c WI .r+-,r -c o ,o 7�1;1 loon I4 — dro or m �i -cnr-Adoit as3� ov a^low- al� m- �a• T IL - 4 I° m a 4 4 mmmm ai t I p � O �^mx til O « Y — FF .5 ..>.° r5T of $ Z �3t e�'it 0 I' Bmpq - �011� �a �p�'a3Tu m Y _ z` _ mzit I �: u5 ...w.� F 9 ,I: ° _mlli rcq 4 taw ry^ o gu an„ "y ail or o aan�ma aov - -- O 4a I C It M s _ o� �LU ° n w Dap .m.o, a°°ro ,s wM OF In W low me lot "�, Y kJ mo��n 4 kit w ° '.op o; y• �to .g%ol y: u 9 J.W000t,tlo ma "v� �a -,ate .us-. .E+� rh wooll-A le 3 ; ^� > 00 Rjm04 wt—°u3B°Eu 8�4'�o�aog 4s Fl38°� aaa e oou "v� 4 04 G— .� W ME t a s '">zaE ff. top 02 s wlso Ewa 53 ° _ - F IN? 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WV ws:gsoz .�y yap - - O - o ILL " fi"Ug '""' �:e p°• iU a3 �p '`zw_ =.3p K Eg gad °� Lor b33 oe y3g��n bs� "3�'° :g „zutol _p °d ,g,�p g� 8 i4'8 z. 8 n Wool z .ea "ca c - P `yc aG� P3. aid a §.z-Co ° c - -Do z m Q z z' a �a N x w = WWJ OfU. <( w� z aw d goa�w a asly,e i g .ar' $ - 5 S$F s In gg C - 5 �. will WJ z I Li= z a - It LL o m = oe iu WyO :€ 'J tt S wo BEV ttS o z =p s® - g u• =e A'a5'e F g€ 4$ < sb ma _ 8"y ¢ - o ya w po wig x °a ¢ :$ n �" LLIN = � Wl � H's _ s € eapMWFo ° 0 0= azt- - - - 9 cis Es o ° w .... .,, O. .... ......gym, ...mom. :dn >.. CL rdn acv sA4*zz �m ONGA cQ �+�•nyn 9,9 Q.an c Q --------------------- cQ N m d v.r Q d a °5E t 4 I. %• - g a 3 - s- K In $i .o.z m m96c qaa "Q m p' m ° ja - i a ��•a H. n -r r iWem ° _- Will _ ---- = o-.19 .z - ri Ne In IN In F WE rc E Fm C ® e N4,9IV C�t y r PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFQ„• Mailing Address: P.O. Box 547, Anacortes, WA 9822 3 L POP Office Location. 904 6`h Street, Anacortes WA 821 AVG 3 •�,; 201� Phone: (360) 299-1984, Fax: (360) 293-1 ; � I dk Permit /Project #: VLAJ iZuI$ e C Zil0 Date: _LL6G 14015 Project Name: Project Contact Project Address: J�tl ll (:ec)(-4k`a 4WejnQt Company Name: JVJjL 04 S Contact Phone: WQ ?a -j�a r Contact Email: h ��t 1 �(C�c•Si 4°lt. kSJM Has the permit been issued yet? ❑ Yes '+ No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable). Has this been done`? ❑ Yes ❑ No I �/1 t ��� r* AN ov of 5A�a G' a S YtVYtQu'e c� What department(s) is this resubmittal/ revision /additional information to go to? E''�SLa'1 � Planning Dept. ❑Building Dept. ❑Fire Dept. Cs! Stormwater ❑Public Works Dept. Is the plan revision or additional information, in response to a plan review letter? I Yes. A copy of the plan review letter with itemized responses to each item is required. No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: SIk, ptw%. u, lyee Pxcse (-%JC' OA e� 04oN bus updated c i rt���t�5+ p15L%n"„�5 d. S` ((y\\AitkAC''. TV , brl �nuk I+nclucL t4 ay) Ali On l L��i S'iOv( ova n-e Are you submitting a full replacement? ® Yes ❑ No If not what page # is being replaced? Two full sized copies of all revised /additional information is requi n ed. Has this been done? Cg< Yes ❑ No 11 Two 11" X 17" reduced copies of revised site or floor plan is required. Has this been done? L Yes ❑ No information can be louna. ❑ Structural Plan C' Site Plan Igoe Building Plans [9' Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ 0 FAR Calculations Mechanical Plan ❑ 0 Grading Plan Plumbing Plan ❑ 0 Survey (Boundary /Topo) Other: PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION Mailing Address. P.O. Box 547, Anacortes, WA 982n. W Dice Location: 904 6`h Street, Anacortes WA 98821 1 Phone. (360) 2934901, Fax: (360) 2934938 d ?pig %' ;4 ✓UN� o PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #): 22c75 rl Parcel(s) #: .?' =T A NAWXTEi S WA, 9•8221 Subdivision/Lot#: Project Valuation: $ ®ONFLzZ �" �,of &LA - gal - CW7 APPLICANT: 1 Phone: Fes: AID DEO c rF,H C� upp-i 560toll Address (Street, City, State, Zip): E-Mail Address: FA�QI+ PROP Phone: Fax: AERTiY� �O-,W�NEER. fenCt f'CIVrK l Lz. I Address (Street, City, State, Zip): E-Mail Address: �4 E •� erl vim. $ �{ w 9 B2 CONTACT PERSON: Phone: \wol:. i l ZA � -� G5 `toz TFax: Address (Street, City, State, Zip): &Mail Address: 50+ E• FAv� EtASE . t cl c lcr I" Q LENDING AGENCYa ?6 b�K one: Fes. Address (Street, City, State, Zip): E-Mail Address: Hro UJA �7*S CONTRACTOR:* Phone: Fax: to®e�'C �tstEt�T 11aG .—'tip e o 6 Address (Street, City, State, Zip): E-Mail Address: 5&40 [ *All Contractors &Subcontractors must have a valid City of Anacortes Professional License #: licenseprior to doing work in the City. Contact the City's LA r f ®®� ��9Finance Department at (360) 299-1968. Business License #: LmDbusiness PROPOSED WORK:®t4L�Frt`ti(( Basement SQ': Finished Basement: ❑ Unfinished Basement ❑ lst Floor SQ': '�,_ Garage /Carport SQ': kwwo� I 2nd Floor SQ': l 151 Deck/ Covered Porch/ Patio SQ': I ]F� Fire Sprinkler: Yes ❑ No ❑ Lot Area SQ': —� I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Signature: t tel S112*4A Owner ❑Agent t� (specify): Date: f �S Page 1 of 3 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 2934901, Fax: (360) 2934938 Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: m p C eZe p�, 0 SUBMITTAL IZEQiJ tEIVIENTS: �? �@ ¢fDvia �s' The number indicates the number of ; 0 `' ow copies for submittal (if applicable). I Q ctZI Residential Building Permit Application 1 1 1 1 1 Site Plan (Drawn to Scale & Surveyed — x if applicable) 2 2 0 2 2 Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan (I I" X 1715) 2 2 0 1 1 Reduced Floor Plan (11" X 1711) 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance (shown on plans) Drainage Plan/ Small Parcel Stormwater P Plan 2 2 2 x Landscape Plan 2 2 2 GradingPlan/Cut/Fill 2 2 2 Critical Areas Report (if applicable) 1 1 1 1 Geotechnical Report (if applicable) 1 1 1 1 Plan Review Deposit (due upon submittal) 1 1. Handouts and Standard Details maybe found on the City's website at www.cityofanacortes.org_or can be obtained at City Hall during normal business hours. 2. Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. Page 3 of 3 Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas #: I Elec #: Other #: Gas Water Heater: #: I Location(s): q,&J2,4Cj F Heat Pump: Elec #: Other #: Air Conditioning: Elec #: Other #: Boiler: Gas #: Elec #: Other #: BTUs: Exhaust Fans: Bath #:tj Laundry #: I Other: Range Hood: #: i Location(s): K-.lT l% Fireplace: Gas #: Elec #: Other: #: Location(s): _ Clothes Dryer: /Duct: Gas #: Elec #: Other: #: Location(s): 141: L Stove/Range/Oven: Gas #: Elec #: Other: #: Location(s): ' <I ii l 1 Range Hood: Location(s): V lTL.44�a'hl Gas Outlet(s): #: Location(s): LI V l Other: #: Location(s): PLUMBING Fixture Type (new and relocated): Total #: TOTAL FIXTURES. Fixture Type (new and relocated): Total #: Water Closet (Toilet): 4- Refrigerator water supply (for water/ice dispenser): Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: I Tub: Water Piping: Hand Sink: Clothes Washer: Shower: �. Electric Water Heater: Tank -less? Yes ❑ No ❑ Dishwasher: Backflow Prevention Device: t Hose Bib: TOTAL OUTLETS.1 TOTAL OUTLETS: Page 2 of 3 ow Permit o� Anacortes Planning & Community Development Dept. Permit Center P.O. Box 547, Anacortes, WA 98221=0547 Don Measamer, Building Official, Planning Director PH (360) 293-1901 FAX (360) 2934938 2012 Washington State Energy Code Simple Worksheet This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code. After completing this form, please add all relevant information to your construction plans. Whole -House Ventilation: Select one of the following methods. A. Fresh air will be circulated by the central forced air furnace. The furnace Must have a fresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. _B. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole -house exhaust fan. The exhaust fan, which usually does double duty as a laundry or bathroom fan, and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The table below assumes a residence of 3000 square feet or less. _Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 - 3 bedrooms 60 cfm 120 cfm 4 - 5 bedrooms 75 cfm 150 cfm Aheat. recovery ventilation system with minimum CFM flow rates as shown in option B. Insulation and Windows: x6 construction* unlimited 030 -• insulation may be used with advanced framing, meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall. Air Leakage: The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH). A blower door test will be required. Calculate your maximum allowed rate by using the following: [Building volume (cubic ft.) X 5 (ACH)] / 60 minutes =maximum cfm rate during blower door test cu. ft. X 5) / 60] = l 9 maximum cfm rate during blower door test ENERGY CODE CHECKLIST Section R402.4.1.2 of the Energy Code requires that the building envelope be tested (normally referred to as a "blower door test") to determine that air leakage is within acceptable levels. A leakage of .00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section R403.2.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rougNn or post -construction. Testing must comply with standard W S U R&33. Section R404.1 requires that 75% of all luminaires (lights and lamps) be high efficiency. Section R403.1 requires that a certificate be posted within three feet of the electrical panel, completed by the builder or design professional, and include the following information. R-values for ceiling, walls, floors, foundation, U-factors for windows, the type and efficiency of heating/cooling equipment, duct leakage rates from the duct testing, and the air leakage rates from the blower door testing. Other Energy Code items to check or be aware of include the following. Y 6 mil black polyethylene covers the crawlspace area. �,C Water lines in unheated areas are insulated. Heat ducts are insulated to 13-8 and exhaust ducts are insulated to R-4. y� Whole house fan, if required, with a sone rating of 1.5 or less is installed, with timer or / dehumidistat. of Exterior doors are weather stripped. .� Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. Insulation is installed behind bathtubs and showers. Openings around interior plumbing pipes in exterior walls are sealed. Furnace is the correct size. Fresh air system is installed, connected to the cold air return within four feet of the air handling unit. Interior doors are undercut to allow air movement. Exhaust fans terminate outside the building. Showers and lavatories have 3 gpm flow limiters. SIGNATURE: For more information contact: City of Anacortes Building Department PO Box 547, 904 6°i Street • Anacortes, WA 98221 360-293-1901 crrx OF ANACORTES uAS�BUILT rgsewer r Storm PLATii}IVTSIi�2�'. DATE: C� 1 5�1 i7`�� 4 ���t Figure 1=2.4.1 Flow Chart for Determining Requirements for New Development Start Here Does the site have 35% YQf See Redevelopment Minimum or more of existing Requirements and Flow Chart impervious coverage? (Figure I-2.4.2). No Does the project result in 5,000 square feet, or greater, of new plus replaced hard surface area? Yes No All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. DEPARTMENT OF ECOLOGY State of Washington Yes Does the project convert 3/4 acres or more of vegetation to lawn or landscaped areas, or convert 2.5 acres or more of native vegetation to pasture? Minimum Requirements #1 through #5 apply to the new and replaced hard surfaces and the land disturbed. Does the project result in 2,000 square feet, or greater, of new plus replaced hard surface area? " Does the project have land disturbing activities of 7,000 square feet or greater? Yes Irl Minimum Requirement #2 applies. Figure I-2.4.1 Flow Chart for Determining Requirements for New Development Revised June 2015 Please see http://www.ecy. wa.gov/copyright.html for copyright notice including permissions, limitation of liability, and disclaimer. 20�4 Stormwater Management Manual for Western Washington Volume 1-Chapter 2 -Page 37 ATTACHMENT C ATTACHMENT D 4 PAGES BMP T5.13: Post -Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater func- tions including: water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration; water interFlow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household�ndustrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opmentlandscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on -site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, com- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greaterthan 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pilethe duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10%dry weight in planting beds, and 5%organic matter content in turf areas, and a pH from 6.0 2014 stormwater Management Manual for Western Washington 1 0 F 4 Volume V -Chapters -Page 911 ATTACHMENT D to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches exceptwhere tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for "pre -approved" amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959), with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40% to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default "pre -approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter ordepth requirements, either at a default "pre -approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 O F 4 Volume V -Chapter 5 -Page 912 ATTACHMENT D More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/Permitting/Inspection/Verification Guidelines &Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www,soilsforsalmon.org/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust, where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post -Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905 . BMP T5.11: Concentrated Flow Dispersion (13.905) . BMP T5.12: Sheet Flow Dispersion (p.908) . BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 2014 Stormwater Management Manual for Western Washington Volume V -Chapter 5 -Page 913 ATTACHMENT D Figure V-5.3.3 Planting bed Cross -Section Mulch 8n Loose soil with visible dark organic matter Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western NOT TO SCALE Washington, 2010, Washington Organic Recycling Council Figure V-5.3.3 Planting Bed Cross -Section DEPARTMENT OF Revised January2016 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including g permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume V -Chapter 5 -Page 914 ATTACHMENT D .. � • _ �. � _ � - -. . - _ .. .1 __ STEVENLANGE of DATE c�"Q�•�Q� DATE N 1 SCALE t - ' EXH I BIT "A" 2205 23RD STREET AIVACORTES, WASHINGTON Responses to the "Complete Residential Stormwater Plan Checklist —Minimum Requirements 1-5". Brief Description of the Project: To construct one Single -Family Residence (SFR) on a single legal lot within the City of Anacortes. The existing lot size is 7,500 square feet and the current Zone is R2. For Mininmum Requirements 1-5, see "DRAINAGE REPORT for New Single -Family Residential Building, 2205 23RD Street, Anacortes, WA, for Landed Gentry Homes, prepared by Herrigstad Engineering, dated June 28, 2018. Hydrolo�ical Site Plan: Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 1400t intervals. Soils Report: A soils investigation was performed by Linda Spicher, Septic System Design, on June 20, 2018. The results of said soils investigation is attached in said Drainage Report, prepared by Herrigstad Engineering, Preliminary Development Site Plan Layout: An "Erosion Control Plan &Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested. See attached. A "Vicinity Map" has been provided on the "Erosion Control &Site Plan", Sheet 2 of 2, attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See attached EXHIBIT "B" EXHIBIT 13 2205 23RD STREET ANALUK I a., WASHINGTON P133848 Responses to the "13 Elements of SWPPP" (Construction Stormwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233: Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the north and east property lines and the C103 along the south and west property line. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan. Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan. ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed, however, during construction of the sanitary sewer service installation, access along the aHey will be necessary. No wheel wash is proposed. Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates T5.12 Sheet Flow Dispersion Sheet flow dispersion is the simplest method of runoff control. This BMP can be used for any impervious or pervious surface that is graded to avoid concentrated flows. Because flows are already dispersed as they leave the surface, they need only traverse a narrow and of adjacent vegetation for effective attenuation and treatment. T5.10A: Downspout Full Infiltration Systems Provides infiltration of the stormwater roof runoff into the soil and groundwater. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway on 23�d Street, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control maybe necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block &Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swales may be created to convey stormwater, temporary gravel check dams maybe used to reduce velocity and to dissipate flow energy. T5.13: Post -Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. The following BMP and LID improvements are proposed for permanent sediment controls: ELEMENT 5: Soil Stabilization The following are temporary soil stabilization BMPs: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway on 23�d Street, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control maybe necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block &Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swales may be created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy.The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125: Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post -Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes No slopes over 10% on the site. However, BMP's have been included for reference in the case where unforeseen circumstances may require them, such as BMP C235: Wattles. ELEMENT 7: Protect Drain Inlets C220: Storm Drain Inlet Protection Onsite inlet protection will use Block &Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. ELEMENT 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swales may be created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants Debris from the demolition of the existing structure (shed) will be placed in a containment bin immediately. No debris shall be stored on site. All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De -Watering Test pits were dug to a depth of 7.5 with no ground water appearing. Therefore, no dewatering is anticipated. ELEMENT 110 Maintain BMPa A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs Protect infiltration area from construction traffic and deposition of sedimentation throughout the installation and all construction activities. � ite. Address u-Ildinq Permit # /c?"Tl f" Project S� /Ov VE i3o I i i I f I � Firm. lY c re ►'�- 4= 7 3 Z6 1 S-0 7 I yL Mrn.,.,-v,., �.,..Y51+uvoe 17670 Prc��ct Enter -Departmental Plan Review Tracking STORMWATER SQUARE FOOTAGES PARCEL T3 OF 1lLAT 2014�0010 TO RAIN GARDEN QEORQIA AVENUE HOUSE OVERHANG....,..","", .... "I'll" ....... = 2,864 S.F. Y1 a'iwu�me FRONT WALK,,,,.,,,,., ............................................. = 73 S.F. P5850S / ,mw'rcx TOTAL...., ..... ......... 0 ............. 0 '00 ..... 6"O,= 2,937 S.F. RAIN GARDEN........................................................= 238 S.F. (2,973 S.F. X .08) / i SLOPE TO VEGETATION / / DRIVEWAY (CONCRETE & GRAVEL PORTIONS)..... = 1,625 S.F. / / / GRAVELPATH,"..*". .... 111%,1111 ... 111116111111*.11 ..... 666600... = 180 S.F. TOTAL", ... ...... 1.116,11,11111, ..... 1.11,11,111= 1,805 S.F. / / / TOTAL IMPERVIOUS 4,742 S.F. PERVIOUS DECK ......................................................= 163 S.F. GARAGE STORAGE AREA 99 / ZONING CALCULATIONS V� / TOTAL LOT...",",.., ...........................................:.....= 13,388 S.F. / / � / / N = / LOT COVERAGE,,.,. .................................... 2,184 S.F. (16,31% GRAVEL PATH / / X SLOPE TO VEGETATION JILT MASDY uem APPROXIMATE LOCATION OF EXISTING ai01@19E1/ER MLET. PLW MLEi TO NOf ALLOW STCMM &dFAI a TO FLOV CRT STTN19 LOCATITILN ulm STABILIZED CONSTRUCTION ENTRANCE IP'o' i �'6 � RAM GARDEN / ' TO \ Y ETATX ro "�� D'FENCE �\ c 9LLi FENCE 9PPGE9 / \ SLOPE TO \ VEGETATION m �_ x DRIVE Y To i mw _VFENCE / ublif AUG 3'0 2018 \ CITY OF ANACOR N _ m 36MLLI \ \ 40 ®� / 1 IN METri � I luck = 1D fl 10 0 5 10 20 Ij W Z z a 0 J a W � Z °C 0 Z � I� 2 Q Y o� m V J Z � a 2 H V � V m m ��Q• 0 • 3v J .. JEf�RI' DATE 9-14-I'I SCALE A5 NOTED FE LKED SHEET C1 C1 W Z z a 0 J a W � Z °C 0 Z � I� 2 Q Y o� m V J Z � a 2 H V � V m m ��Q• 0 • 3v J .. JEf�RI' DATE 9-14-I'I SCALE A5 NOTED FE LKED SHEET C1 C1 V m m ��Q• 0 • 3v J .. JEf�RI' DATE 9-14-I'I SCALE A5 NOTED FE LKED SHEET C1 C1 JEf�RI' DATE 9-14-I'I SCALE A5 NOTED FE LKED SHEET C1 C1 FRAMMG NOTE: FOR ALL BEAM SAES t LOCATIONS REFER TO STRUCTURAL FRAMING PLANS t ENGINEERUY GALLS. DURIf•Y_T FRAMING CONSTRUCTION. GUARDRAIL NOTE: SHOP DRAWINGS, SIGNED t SEALED BY A REGISTERED DESIGN PROFESSIONAL, WILL BE REQUIRED FOR THE GUARDRAIL SYSTEMS A7 THE STAIRS /DECK G, AUG 3 a 20118 R ®F ANACM ES -en, FRVPAFE qi qL-FIRED PIfaU CE WM ItMRfH FAE Q: !1• DR GP9, F'R�Pd1E q2 gL-FA D =LF TO 11MRV1 FFiE DF TO WI m TO U.ARi T1A! gBDR TiE BII6 O FEFE'1R DRNRrYfi WWIL EFECFT L mc" DEFY 9ELELTED MD 9NP119PEDFT TIE IEATFY EgPFFEM TTFE NL TVE MMP1M EOIFIF]ff EFFICEMCI' Nq8 FR?JIDE TFtFETiED CIAZFY N N.L LL4DW9 WiH ExP�9ED AREA9 g2EATER TINY 9 m,4m N WIDW9 WIN FLOOR to LEE6 TH4V IB' ADV. FLCVR +•CHIMNEY NOTE** BALLOON -FRAME CHIMNEY FROM MAIN FLOOR PLATFORM. ••FRAMING NOTE** EXTERIOR FRAMING TO BE HELD IN �i" FROM EXTERIOR STEM WALL AT ALL LOCATIONS UNLESS NOTED OTHER- WISE ON PLANS (SEE JWR DETAILS, PLYWOOD TO BE FLUSH W/ GONG) TRUSS MANUFACTURER TO BUILD 1RUSSES TO EXTERIOR GF FRAMING. SQUARE FOOTAGE MAIN FLR. SECOND FLR 1,211 l29 SF. SF. TOTAL 1,940 SF. GARAGE TIT 5F. ADU 612 SF. } m 4 0 0 IT-168 a ci m�M -ma ; y O (0 � pli�o 3OTM NJv D JER21" DATE 03A3AB SCALE AS NOTED CHECKED 3.M14!.k. SHEET A3 A5 SECOND FLOOR PLAN SCALE 1/4' . 1'-0' C° AUG 3 l0- :20% Clil(OF ANACORTES ••FRAMING NOTE** EXTERIOR FRAMING TO BE HELD IN �," FROM EXTERIOR STEM WALL AT ALL LOCATIONS UNLESS NOTED OTHER- WISE ON PLANS (SEE JWR DETAILS, PLYWOOD TO BE FLUSH W/ CONC.) TRUSS MANUFACTURER TO BUILD TRUSSE5 TO EXTERIOR OF FRAMING. m W 0 PLAN IT-I68 a 3 w H O V a z a Z z O � y a J p� W O Z O J y LL m G O Z Q W v �m� m �o �Q O�VO 3�Tr�i J v I� JERRT DATE 03/13/18 AS NOTED CHECKED SHEET A4 A5 SIGN (E)I SDCB (E) INSTALLCONC ETE DRIVEWAY CATCH BASIN PER DETAIL EXIST. SANTARY ON SHEET 2,A LOW POINT OF DRIVEWAY. CONNECTTO INFILTSEWER LINE 23rd STREET CATCHBASIN.TION�NSTAL REMOVABELL WITH LE TRAFFIC GRATE&TURNED EL13OW N FRAME FORM INTENANCE OF SUMP, CATCH BASIN TO ACT AS OVERF OW IF THE INFILTRATION DRYWELL SSMH (E) EXCEEDS STO AGE CAPACITY. � 59 — — 55 55 _F SSMH (E) `AS /4 INLET PROTECTION PER- 8" SS (E) C220, CATCHBASIN IA/ FILTERTYPE W INLET PROTECTION PER YY EXIST, 8"DOING, W W C220, CATCHBASIN y STORM DRAIN SDCB (E) FILTER TYPE LINE ❑ e"WA (E) (E) CURS (E) SDCB (E) - -0505 NORTH)20'FRONI YARD; DRIVEWAY INLET PROTECTION PER 121 (E) BMPT510C PERFORA EDSTUBOUT ( UIEBIN)GSE38ACKYIN I APRON (E) C220, CATCHBASIN CONNECTIDN.2 WIDE x 1.5 (MIN) DEEP f0' LONG, �' MEASURED FORM t'BRAINROCKFILifB TREN�' PROPERTY LINE. �20.00' DIAMETER PERFORATED PIPE FOR ROOF DRAINS, CONCRETE TEMPORARY CONSTRUCTION PER"PERFORATED STUB -OUT CONNECTION SIDEWALK(E) Y ENTRANCE PER E7AIL-,SH . WM (E) (SIZE TO FIT) m �FH#69B (E) PROPOSEDMAIN IIH aYpq 40 PVC DRAIN LINE 82.95' WM (E) '�_y(3.�F /� Aji PROPOSRAIN LINE H 4' SS (E) 120.7 EG � "J G � Fq,14 �6 40 PVC DRAIN LINE !y fo.0o' 118.6 EG — O'er l !(D!R,,,VECRWTr,'RHMPL)LAST,'TCS,, IR ��- - z x x m x PROPOSED 4"x6" SCH BOIL STOCKPILE 4 a ,, ,,a}., k LoLOCATIONg.�1` PROPOSED 4'SCH 40 PVC REDUCER CATON OC ,,5 02� 40 PVC DRAIN LINE - 5.00' ODRIVEWAY,PC123: PLASTIC 'S'N PROPOSED4'SCH COVERING%tx`'��5�. (P) ��� k 40 PVC DRAIN LINE mN FL PROPOSED PERIMETER SILT 10.00' - 55.00' �o FENCING OYP) PER BMP C233 1200' 12.00' ]D.00' SU� I c m `" 00o h CHECK DAM PER BMP - - - - - - - n COVERED AS NEEDED DAMS, m PORCH 1r1. �zQ I AS NEEDED (TYP). (P) 0 % PROPOSED PERIMETER a Una h (EAST) 5' SIDE YARD CONSTRUCTION FENCE BUILDING SETBACK LINE, PER BMP C103 ao MEASURED FORM PROPERTY LINE. GARAGE PROPOSED 4' SCH (P) 40 PVC DRAIN LINE I "" P S N / PROPOSED4"SCH + 40 PVC DRAIN LINE I ! I I SSMH SDCB (E) I 0 w GARAGE SFR (P) `� P133848 2205 23rd STREET P56278 123.2 FF W s ,i eI SIR P56279 I 10.10' COVERED I - '�/'CAVI PATO (P) SSCO 3 ,� `1 4500' (E) 10.00 I CONC. SLAB(WESTL1 55.00• i (E) _ BUILDING 10'SIDE YARD ro ; �. 0 ^01� d BUILDING BETBADK LINE, AUG L MEASURED FORM -�'-®� - PROPERTY LINE. L _ - - - - - _ - PROPOSED4'DIA. J^ o FNarpFENOC R SILT j SANITARY SEWER ,y IP C233 _ _0� i IVHco TES CITY O� G12Ppl- S \V ��Z613. VCO O�pSH Dcrz� _ DRIVEWAY (E)ru_' 6 tjB1P Nt1D BUILDING - NO} - OM�PU EMDVED Ovprj I m I �p1ORTO B IE1 MCC � 125.9 EG 68.43' 1228 EG -�— II -� GRAVEL ALLEY (E) - _ (SOUTH) 20' REAR YARD EXIST. SANITARY PROPOSED PERIMETER BUILDING SETBACK LINE, PROPOSED PERIMIRALLEY CONSTRUCTION FENCE MEASURED FORM SEWER D8" SS (E) LINE `I PER BMP C103 PROPERTY LINE j — — — — Erosion Control Notes for Residential Construction - City of Anacortes as i A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any construction start. 8" SO (E) � B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed. C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. / " - D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of / the project. Additional measures may be requited such as wash pads to ensure that all paved areas are kept clean. No mud is / allowed to enter onto City Streets. / E. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven (7) days in the dry season shall be immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) LEGAL DESCRIPTION: F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to identify which ones can PARCEL B OF BOUNDARY LINE ADJUSTMENT be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1) week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. BLA-2017-0007, RECORDED UNDER The Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage AUDITORS FILE NUMBER 201708280225, facilities. RECORDS OF SKAGIT COUNTY, WASHINGTON, G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66 - Penalties for Violation. Each day is considered a different violation. (il I� LANDED GENTRY HOWES AND CO DI MUNI TIES GENERAL NOTES � OWNER: STOP BAR (EJ LANDED GENTRY 504 E. FAIRHAVEN BURLINGTON, WA M ® 98233 1-(360)-755-9D21 BUILDING: MAIN FLOOR AREA- 3,035 SF GARAGE - 709 SF SITE.' TYPICAL ZONING: R2 - RESIDENTIAL LOW DINSITY SETBACKS: ALL SETBACKS IN COMPLIANCE WITH CITY GUIDLINES SIDEYARDS MIN 5; 15" COMBINED REAR YARD MIN 30' FRONT YARD MIN IDA 20' GARAGE HEIGHT. MAX. ALLOWED: 35' PROPOSED: UNDER PARKING: 3 IN GARAGE, 3 IN DRIVEWAY LOT COVERAGE BUILDING AREA: 1,992 SF. PORCH: ��pp66g7SSFF. TO 'TAL AREA: 2,18 F.F. LOT AREA: 7,500 SF. PERCENT COVERAGE: 2, 187 / 7,500 = 29.2X IMPERVIOUS COVERAGE BUILDING. 1,992 S.F. STEPS/WALKWAY 52 S. PORCH: 67 S.F. PATIO: 128 S.F. DRIVEWAY• 697_SF !OPAL: 2,836 . . LOT AREA: 7,500 SF. PERCENT COVERAGE'Z991 / 7,500 = 37.8T f W 0 Z Fr----b21-- - GRAPHIC SCALE 10 O 5 10 20 �uTarry POLE(E) ( IN FEET ) Horiz. Scale: 1 I+rch = 10 Feet GIBRALTAR 3-CAR GARAGE (LEFT) EROSION CONTROL PLAN & SITE PLAN P133848 2205 23RD STREET ANACORTES, WA JOB NO: 23RD ST & D AVE DESIGNED: LG DRAWN: DATE: 08/08/2018 SHEE` 1 of 2 i Thrwgh Garden C Gete Preschopl - pf isleicaS-Britt POO O O oaks Pye ? .� 4 PROJECT SITE 2205 23rd STREET ANACORTES, WA � ul NOT TO SCALE Undetl Mehodist Chutch q flafi'Ltl rerwomnw 2A• min. Trench X-Section Plan View of Roof fil[ei fabric 4' pert qpe 1 )i' - �" crasMtl rock m road dreinape system x 10' ✓purl pipe NOT TO SCALE �� Figure III-3.1.8 re ate Stub Out Connection DEPARTMENT OF Reosed December 2015 ECOLOGY pease we M(e:l"wi erywa-g vkcpyrj9hthanl for oopyrlgM notiwimWding perm cvs, State of Weshington Pmimban of lbbllby, and dhclalmar. 2014 Stormwater Management Manual forWesfem Washington Vo/ume Ill -Chapter 3 -Page 466 PERFORATED STUB -OUT CONNECTION DETAIL Drive_wa�y�Catch Basin �mw�.d^a�da^��°^�^^��° 1 1 PLAN e•�,1-� I I DRIVEWAY CB RISER p Sta+dvda�sads Nl GIB LANDED GENTRY ]IO bILS AND COMMUNITIES G102019 o-e V c)F AMACA Ri ES GIBRALTAR 3-CAR GARAGE (LEFT) EROSION CONTROL PLAN & SITE PLAN P133848 2205 23RD STREET ANACORTES, WA doR No: 23RD ST & D AVE DESIGNED: LG DRawN: DATE: 08/08/2018 DRIVEWAY CATCH BASIN DETAIL OR EQUAL SHEET ^ Or ^ I --_—� �^ SDCB SIGN (E) I f EXIST. SANRARY 23rd STREET SEWER LINE 1 - - - :5� aa-s_ — _ SSMH (E) �. _ -.. �.i`- r._s. _.S3`_' _� PROPOSED PERIMETER CONSTRUCTION PENCE PER BMP CiW PROVIDE Ill TREE (EXISTING, OR ADDED) PER I,000 SQ, FT. OF LOT (a3 TREES MIN. —VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 2" CALIPER IPER CODE. TREES PROVIDED WILL BE A COMBINATION OF DOGWOOD, ALASIGAN CEDAR, VINE MAPLE � WESTERN FdEMLOCK (VERIFY LOCATIONS W/ BUILDER). VERIFY TFtEEB TO BE REMOVED IN FIELD W/ BLDR. IF APPLIC,AI�I�. PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL PLANTING BEDS TO COVER A MINIMUM OF 20� OF THE LOT (1,500 SQ. FT.). VERIFY LAYouT W/ BUILDER. LEGAL DESCRIPTION: % � � `�ly) � WLI1 \` �.1 4 d I � � f 11 N i � i6'WA (E) C� f � SSMH (E)_ - -1f - - - y_u= SS S (E) �_ _ ; �/ � a y � �' STOP BAR (E) -a �--v-_._r ._ _�. aa:_.� �( _-,-c_'is..=, �..r s. �-ca,,lT_�i_ ,�.s � .i-_..� ����i� - - = a," - �5.�-�_ i�s..-_�vrcroa_3n 1 , �/ EONC. CURB k � � J 1 STOP BAR (E) ���--I h Lj (E�.' 7cSS a. �_ _.�._. a i:_ - �_. �.�L�GS� i_ e.. "=. _ _ � il� II.. .y _ ` SDCB (E) F��1 y J 1 �A 1 a .I CONSTRUCT/INSTALL DOWNSPOUT -� } a 11 � n - �INFILTRATIONORYWELL WM(E)�-� ,,_m � I I �, •{---�--"—�--„ PARCEL B OF BOUNDARY LINE ADJUSTMENT BLA-2017-0007, RECORDED UNDER AUDITOR'S FILE NUMBER 201708280225, RECORDS OF SKAGIT COUNTY, WASHINGTON. W Z LL] �� _ _.c_ _(.� m s a A �umm POLE (E) �� �� Lt1NDED GENTRY IIOMLS AND CO M\1DNITI GS GENERAL NOTES OWNER: LANDED GENTRY 504 E FAIRHAVEN BURLINGTON, WA 982J3 i—(360)-755-9021 BUILDING MAIN FLOOR AREA— 3,035 SF GARAGE — 709 SF SITE: TYPICAL ZONING: R2 —RESIDENTIAL LOW DINSITY SETBACKS ALL SETBACKS IN COMPLIANCE WITH CITY GUIOLINES STDEYARDS MIN 5; 75' COM81NE0 REAR YARD MIN 30' FRONT YARD MIN f0; ZO' GARAGE HEIGHT: MAX. ALLOWED: 35' PROPOSED: UNDER PARKING: 3 IN GARAGE, 3 IN DRIVEWAY LOT COVERAGE BUIIDING AREA: 1, 992 S.F. PORCH: 87 SF. Q�'(� _ � � 128 SF. TOTAL AREA: 2, 187 S.F. COT AREA: 7,500 S.F. PERCENT COVERAGE: 2,187 / 7, 500 = 29.2X P� 0 z GRAPHIC SCALE To 0 5 >O 20 ( !N FEET Horiz. Sc¢le: i Inch = 70 Feet GIBRALTAR 3�CAR GARAGE (LEFT) LANDSCAPE PLAN P133848 2205 23RD STREET ANACORTES, INA doe No: 23RD ST & D AVE DESIGNED: LG ORAwN: DaTE: O6/16/2018 SHEET 1 of 1 FLOOR PLAN NOTES: I. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE 2S. TO WMPLT W/ 2015 WSEC SECTION R406,2, THIS HOUSE (3,041 80. Fl VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS, WILL NEED 3.5 ENERGY CREDITS, TO ACHIEVE THIS, THE FOLLOWING OPTIONS HAVE BE SELECTED FROM TABLE 1106.2: 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 518" 2x6 STUDS • 16" O.G. OPT. la (,5 CREDITS): EFFICIENT BUILDING ENVELOPE SEE NOTE 015 TYPICAL. FOR INSULATION VALUES. OPT. 3a (1.0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GA5 3. FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/0" 2x4 STUDS • I6" O.C. W/ FIRED FURNACE W/ MIN. AWE OF S4%, USE CHAMPION GAS FURNACE 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL (OR EQ. - VERIFY W/ SLOR.) W/ W,5R AWE OPT. 'x G5 CREDITS): EFFICIENT WATER HEATING, ALL SHOWER HEADS 4 4. FRAME UPPER FLOOR EXTERIOR WALL5 W/ 104 5/8" 2x6 67I1DS • I6" O.C. KITCHEN SINK FAUCETS SHALL BE RATED AT I.15 GPM OR LESS. ALL OTHER TYPICAL LAVATORY FAUCETS SHALL BE RATED • LO GPM OR LES5. OPT. 5c (1.5 CREDITS): EFFICIENT WATER HEATING. WATER HEATING SYSTEM 5. FRAME UPPER FLOOR INTERIOR WALLS W/ 104 5/8" 2z4 STUDS a i6' O.C. W/ SHALL INCLUDE GAS WATER HEATER W/ A MIN, EF OF C.SI. USE HAVEN 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. NPE-I50A (OR EQ. - VERIFY W/ BLDR.), UNIFORM ENERGY FACTOR OF .%, RECOVERY EFFICIENCY OF 99R. 6. FRAME GARAGE WALLS W/ 2x6 STUDS • 16' O.C. NERIFY HEIGHT OF WALL ON611E PER AS -BUILT FOUNDATION) 1. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS • 16" O.G. SEE PLANS FOR LOCATIONS NERIFY JOIST PLACEMENT ABOVE AND BELOW FOR CLEARANCE) B. ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE 9. DIMEN51ONAL LUMBER TO BE HEM-FIR'2 TYPICAL UNLESS NOTED OTHERWISE 10. UNLESS NOTED OTWMW15E USE 4x6 HIM HEADER IN 2x6 EXTERIOR WALLS ABOVE DOORS AND WINDOWS W/ R-10 (MIN.) INSULATION. USE 4x6 HIP2 HEADER IN 2x4 EXTERIOR WALLS (IF APPLICABLE) ABOVE DOORS AND WINDOWS U.N.O. BEAMS AND HORS. TO HAVE 1 1/2" MINIMUM BEARING TYPICAL U.N.O. (BEAM5 SHOWN ARE MINIMUM REQUIRED OR BETTER SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) II. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF GIRDER TRUES ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.1 12. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC, BETWEEN STUDS. COORDINATE W/ BUILDER/OWNER FOR LOCATIONS S. INSTALL 1/2" HIGH -DENSITY` GYPSUM WALLBOARD AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, 4 5/e" TYPE-X GWB a GARAGE CEILING TYPICAL 14. INSTALL 2OHPINUTE RATED DOOR ASSEMBLY W/ SELFICLOSING HARDWARE 15. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312. DECK RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE (VERIFY ON -SITE. 16. EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND ELL HEIGHT TO COMPLY W/ IRC SECTION NOIJ VERIFY W/ WINDOW SUPPLIER AND/OR MANUFACTURER) I1. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE • IRC CHAPTER II 15 AS FOLLOWS: FLOOR: R-38 WALLS: R•21 (RHO MIN. • HEADERS, TYP.) INT. 65MT. WALLS: R-21 (IF APPLICABLE) 0'-0" FLAT CEILING: R4S (R-38 IF INSUL DEPTH 18 MAINTAINED TO OUTSIDE FACE OF EXT. WALL) VAULTED CEILING: R-38 U DOORS: U11,200 MAX, (ONE DOOR UP TO 24 S.F. EXEMPT) d WINDOWS: U•.280 MAX. p GLAZING: 385.5 S,F, Is MIX OF FLOOR AREA N FURNACE TYPE: NATURAL GAS FORCED AIR VERIFY W/ BUILDER) REFER TO 2015 WSEC CHAPTER 4 < IRC CHAPTER 11 FOR VERIFICATION OF THESE VALUES - 18. MINIMUM REQUIREMENT FOR ATTIC VENTILATION 15 AS FOLLOWS - N (CALCULATED • I/300<h OF ATTIC AREA): N MAIN FLOOR ROOF: CRAFTSMAN I T 2 i? I MIN. REQ'D: 101,36 SO, IN, I HWT ACTUAL PROVIDED: 185,10 SQ. IN. = 3'-0" I VENTED BLKG.: 113.10 50. IN. (12 a S.425 SQ. IN. EACH) OPT. I RIDGE VENT: 12,00 SQ. IN. (6 MIN. L/F • 12 SO. IN. PLF) d 1 UPPER FLOOR ROOF: O MIN. REQ'D: 840,60 SQ, IN. - CRAFTSMAN 1 4 2 - w „ I ACTUAL PROVIDED: IJS5,15 SO. IN. - Cl: 1102.I5 SQ, IN, - C2 VENTED SLKG.: 358415 50, IN. (35 a S.425 SQ. IN. EACH) - CI a C2 m cl RIDGE VENT: "0 SQ. IN. (TO MIN. L(F • V SQ, IN. Ft - CI O Q 744 SQ. IN. (62 MIN. L/F s 12 SQ. M. PLF) - C2 W ti 1 OPTIONAL GARAGE ROOF (ADD TO MAIN FLOOR ROOF VENTING): Z N I MIN. REQ'D: 101,80 50, IN, - CRAFTSMAN 14 2 --�T W 1 ACTUAL PROVIDED: 214.25 SQ. IN. - Cl: 166.25 SQ. N. - C2 Y1 3 CAR GARAGE Q W I VENTED ELKS.: S4.25 SQ. IN, (10 a 5,425 80. IN, EACH) - Cl ( C2 RIDGE VENT: 120.00 80, IN. (10 MIN. L/F • 12 SO. IN. PLF) - Cl LL 1 72.00 SO, IN. 1`6 MIN. L/F • 12 SQ. IN. PLF) - C2 19. SEE ELECTRICAL PLAN ON SHEET EI.i FOR LOCATION a SIZE OF [ 6X6 POST EXHAUST FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF WASHINGTON VENTILATION 2 AIR QUALITY CODE 4 IRC MISOl.4 ARE AS FOLLOWS: KITCHEN: 100 CFM RANGE HOOD i I LAUNDRY: 50 CFM 80 CFM RECOMMENDED) i BATHROOMS: SO CFM (SO CFM RECOMMENDED) i NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO 01 i VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY I 1 TYPES ( LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR ; 1 BUILDER I 20. INSULATE ALL ACCESS DOORS/HATCHE5 TO CRAWLSPACES/ATTICS 4x12 HF02 1 TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PENETRATE 8'-0" x l'-0" OVERHEAD 21. MOUNT HWT ON PLATFORM 15" ABOVE GARAGE SLAB PER IRC SECTION M1301.3. GARAGE DOOR STRAP NWT TO WALL PER IRC SECTION M13O12 PROVIDE OVERFLOW PAN 4 PIPING PER IRC CHAPTER 28. INSTALL T ( P VALVE ( PIPE TO EXTERIOR TERMINATION 22. WHOLEHlOUSE VENTILATION PER IRC M-15013, WHOLE HOUSE FAN LOCATED _ IN LAUNDRY ROOM NERIFT W/ MUDERI I'" 8' O" 61i" 23. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/6" GWB AND PROVIDED W/ WEATHER STRIPPING GASKET 24. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT LEAST 6 60. IN. AND PROVIDE READILY OPERABLE DAMPER, INSTALL GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER MANUFACTURERS RECOMMENDATIONS AND PER CODE 25. U - IS" FIBERGLASS FACED GW5 BACKER AT NB/SHOWER SURROUND 3-GAR GARAGE OPT, 26, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD CLEARANCE USE PLYWOOD DAMS TO CONTROL CEILING INSULATION SCALE: 114" = I'-0" ADD 225 50, FT" REQUIRED 27. PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINTL COORDINATE THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND LEVEL TRANSITIONS 28. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING 19'-815° 25'-315" 5'-1014" 4'-414" 4'-434" 5'-II§" 6'-lly" 11' II" 6-9° IB'-6'h" 2%11 15-615" 2%11 K' P.T. 6x6 POST (2 TYP,) Pti TIO 1 I6'-0" x S'-O" 1 Y Q m � )OPT. C VERED) - I I 1 60610 5GO (TEMP.) 1 W/ OPT, 6010 504E XO 3050 SH 5050 PIC, 3050 SH 1 TRANSOM ABV. 4xI2 HF•2 I 3 1/Sz9 GLIB24F-Y4 DF/DF ---- 4x6 HF2 4%ID HF'2 4x6 HP2 ` 1 m v Q Ili u ;5 KITCHEN I i Q O '-US" III I W ()� W III DINING z I 3 m m L'LLPIP Q r' 12'-6" x 13'-1" .v m I Z W Q O(D = II II QUlu w LIVING - m �� ii g z� - m c ,=.,III 3 ZUS�LL 19,-3„.x 17l" m - VIII 3 I K U Yf LIC\� 11 W h O I E OEM , Z JIL Q 111 112'-0" 3'.9sW' l,$,: y r m m II'-10" 1 F m U 42" HIGH WALL III IL I1 - W i W/ HOUIC, CAP --y. O m (TYP.) REFG. �y 1 S m W tt Y 0 ❑ -�, a 4x6 HP2 PIPEI n P 0 . Z r m PANTRY Ixi;Itul1 IT QII 7 I HWT SEE NOTE •13 le 24" - W V �I I m 4'Hot 3'-l1S" I m PLATFORM 18" x CRAWL- r SHELVES v I _ ASV. CONC, SLAB S SPACE - p 3'-'7" (SEE NOTE •21) m ACCESS r: �` BATH " OPT. -- (VERIFY I�. O - z ?� LOCATION)iQ) m m Q Pam' 1 X O SEE NOTE VANITY ��(TY m N 14 X Y' t 'I 2'-020 B" Q LINEN CPS SH, a- - - ROD 5 I/6X22 1/2 GLB 24F-V4 Oft - - y PIANG JOISTS (2" MIN, BRIG,: .34" D_E_F ,) GUEST = s ^ -_ _ _ _ -_- IIU 2 CAR GARAGE SEE 3 BI-FOLC� 14 al - '� y b, Q ENTRY Tp I- 19'-0" x 21'-6" NOTE • 4 1 I A Il(LIts r it STUDY m PIP BENCH ,0 - II"-1" 13'-01, = x 4x8 HF•'1 --_ _- 2 20 PIC.- 1650 = PIC. TEMP. Q Q FOR H 4" SONCSLA8 " 5 I/8x15 SUB 24FY4 DF/DF _ 4x6 P2 4x6 14202 2)3050 5HIt 16'-0" x l'-0" OVERHEAD GARAGE DOOR 1I n P.T. 6x6 POST WRAPPED PER WILDER- (16" x 16" MASTIC - APPLIED STONE COL, BELOW CRAFTSMAN 2 ELEV.), 2 TYPICAL 2%11 II' 513" 2Y-6L5° II' -I I" II'-6'h" 4,�„ 6,-B„ 3,-011 16'-011 3:-0„ 4'-3�" 3'-415" 4'-31k" MAIN FLOOR PLAN SCALE: I/4" It I'-O" I$84 5Q. FT, TOTAL: 3,035 S.F, GARAGE: 484 S.F, FRONT PORCH: 61 S.F, BACK PATIO: 128 S.F, LANDED GENTRY HOMES AND COMMUNITIES REVISIONS � BY: GIBRALTAR MAIN FLOOR PLAN JoSNo: GIBRALTER DESIGNED: LG DIuwN: JR DATE: 3/13/2017 SHEET A-3.1 4 m K1 V OPT. F ATIO ROOF LINE BE LOW I 1 I I NOTE •Ib _SHT. A3.0 i VAULTED n MASTER BEDROOM d _ Ie°-1" x 14' S" W Q 22"X30" ATTIC ACCESS (SE - 1y ' NOTE 020 4 026, SHT. AM) x N i O w m BEDROOM 03 Z 2' SHELF 4 RI TUB ------ W/ SHOWER CLOSET &poll BI- D73, r 6'-II" BATH � INt� sHobs� MASTER BATFI 2'-6" 36" BI-FOLD 0 Sall VANITY pl D ® ® �1 LINEN 1 m �I O 4r.5,r je 3'-II" aI U 4'-3IN a' -I" m 11 21I 15 1 2'-ell 1 FU N. m -AM m Ip w m C� O Q W la — 03 B1 OJ ILL IYi`'0 W Z 01= N, W 4 (SEE NOTE •I6, SHT. A3.0 6HELF A ROD 01 WALK-IN CLOSET �„ SHELF < ROI SEE NOTE •I6 (TYPJ BEDROOM •2 OVER CONCRETE OR MASONRY BLOCK FOUNDATION SENT OF WITH DOIJ ILE P BRACED WALL PANELS) WRH DOUBLE PORTAL FRAMES NT WALL PANEL) WHEADERIONSBMCED W ITH SINGLE PORTAL FRAME PONY MIN. 100D LB TENSION STRAP WALL PER TABLE R602.10.6.4 (ON HEIGHTt OPPOSITE SIDE OF SHEATHING) MIN. r X 11-1If NET HEADER ° ° SHEATHING FILLER IF NEEDED ° e (STEELHEADEAPROHIBREDI FASTEN SHEATHING TO HEADER WITH BD COMMON OR FASTEN TOP PLATE TO 00 GALVANIZED BOX NAILS IN 3• GRID PATTERN AS SHOWN 1 EADER WI TWO ROWS 0 OF ISO SINKER NAILS @TO.C. TYPICAL TOTAL W'A11 HEIGHT 'N' 000 LB HEADER -TO -JACK -STUD STRAP TABLE R602.10.6.4 BOTH SIDES OF OPENING ON OPPOSITE 91DE OF SHEATHING WOOD STRUCTURAL PANEL MUST BE CONTINUOUS FROM TOP OF OR MIN. DOUBL2 EFRAMING COVERED WI MIN, 316' THICK FRLLTOBOTTOMOFWALL, OMTWALLTO WOOD STRUCTURAL PANEL SHEATHING W/SD COMMON PERMRTED IEDS SPMCEAREA OR GALVANIZED BOX NNL®Y O.C. IN ALL PROMISING BLOCKING SSIl1S) TYPICAL 10' MAX. FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALLOCCUR OVERAND BE HEIGHT ° NAILED TO COMMON SLOCKINGAND OCCURWRHIN THEMIODLE 24 IN. OFWA HEIGHT. ONE ROW OF 31N. O.C. NAIUNO IS REQUIRED IN EACH PANEL EDGE. YTO IS' (FINISHED WIDTH) OF OPENING TYPICAL- PORTAL FRAME FOR SINGLE OR DOUBLE PORTAL 0 CONSTRUCTION - MIN. LENGTH OF PANEL PER TABLE R602.10.5 (16•MN. ONE-STORY; 24' MIN. TWOSTORO MIN.1,00018.HOLD- DOWN DEVICE MIN. DOUBLE 2z4 MIN. (2)3,SH LB.STRAP-TYPE HOLD-DOWNS EMBEDDED IWO FULLIENGTH KING EMBEDDEDINTOCONCRETEANDNMLED CONCRETE AND STUDSPERTABLE INTO FRAMING NAILED INTO FRAMING R50250)S(2) — FULL-LENGTH KING STUD NO.OFJACKSTUDSPER WISP MIN. THICKNESS WOOD Q (MIN. N'MBER OF STUDS TASLER502.6(182) STRUCTURAPANEL S SHEATHING T m m w SIDE ELEVATION Q ..MINI ANCHOR BOLT PER R502.10.62 FOUNDATIONPERCODE Z = REQUIRED %WW;c IS PIATEWASHER PORTAL FRAME WITH HOLD DOWNS (PFH) 60T2 NF°]---______lq BATH U � m w o 3&p" S p Om Oy VANnITY � 3 � v OW, w LOFT II"-1" x 15'-0" v WINDOW SEAT LA4NORY 4x10 HI 6040 PIC. D W P m O s 30 PIC. axe HF°2 4xILL6 P T.ul _ _..-..._ _. _-. _ - _ !2)3050 SHI UPPER FLOOR PLAN SGALE: 1/a" = I'-0" 1,151 5Q. FT. OPT. LL DOOR a o� d �mm mZ� m LL X o� 3-CAR CsARACxE OPT. 91 UPPER FLOOR FRAMING PLAN SCALE: I/4" = I'-O" 4— I LANDED GENTRY HOME$ AND COAT M UNITIES REVISIONS BY: I1-22-11 JR GIBRALTAR UPPER FLOOR PLAN & FLOOR FRAMING JOB No.: GIBRALTER DESIGNED: LG DRAWN: JR DATE: 3/13/2017 SHEET A-3.2 3-CAR CsARACxE OPT. 91 UPPER FLOOR FRAMING PLAN SCALE: I/4" = I'-O" 4— I LANDED GENTRY HOME$ AND COAT M UNITIES REVISIONS BY: I1-22-11 JR GIBRALTAR UPPER FLOOR PLAN & FLOOR FRAMING JOB No.: GIBRALTER DESIGNED: LG DRAWN: JR DATE: 3/13/2017 SHEET A-3.2 UPPER FLOOR FRAMING PLAN SCALE: I/4" = I'-O" 4— I LANDED GENTRY HOME$ AND COAT M UNITIES REVISIONS BY: I1-22-11 JR GIBRALTAR UPPER FLOOR PLAN & FLOOR FRAMING JOB No.: GIBRALTER DESIGNED: LG DRAWN: JR DATE: 3/13/2017 SHEET A-3.2 p�RCEL T3 O� T�L�-Z014-0010 GEORGIC AVENUE P58505 ��,� / DIBE►fIGN TO RAIN GARDEN / / HOUSE OVERHANG ............................................... = 2,864 S.F. / / / FRONT WALK ........................................................ = 73 S.F. / / TOTAL....................................................................= 2,937 S.F. / / RAIN GARDEN........................................................= 238 S.F. (2.973 S.F. X .OS) / / �L MM / SLOPE TO VEGETATION / / N - 65SF // DRIVEWAY (CONCRETE &GRAVEL PORTIO S)..... - 1, 2 GRAVEL PATH ....................................................... = 180 S.F. / / / / / TOTAL.....................................................................= 1,805 S.F. / / / / / GARBAGE STORAGE AREA W / 69• / o TOTAL IMPERVIOUS 4,742 S.F. / � / / / �� / / �� / � / PERVIOUS DECK ......................................................= 163 S.F. / / / / , / G'�� / _ ,.J / _ _ _� _ _--- � _ � ' / / —_ � � ,X ''X' f GRAVEL PATH I3B®� � / ,x'' SLOPE i0 VEGETATIOY / ,,X'" / / -ii9. , X ,.x-' oem� - - \ - - - --� � /� , �,�>a — APPROXIMATE LOCATION OF ExISTMG STORM SELLER INLET. PLUG INLET TO NDT ALLOW SU7FAOE WATER TD FLOW INTO OITT' 970W'/ • TH15 LOOATIdJ � u�, � - SILT FENOE — 9 FETICE ,� / 9 � �L �����/ \ — r�\\ TO r; / �Er r m ���� i 6 �,� / 1 \ \ \ �i ���$$nn r ��/ �I�.It{j J G ���?, i �� '' - _; ^, ,, 1 I I I � \ /��� �ri _ i _ I I� \ \ I � ��� \ I , \� \,�`��E�, V-'`� ' \ . \\ /�i \ (9) PAPoCRG / _ \ / / e � a=ENCE t��.������� / �� �` ,. � � AUG 3�0'� �018 \ ��: \ \ ,r;Tf1( C1F ANACORi�� �. \ \ � �- \� \ N \ \ O y- \ � \ X o a � \ ZG :36ry l��t \\` Symbol Qty Common Botanical 11 American Arborvitae Thuja occidentalis \ � %i ELOPE i0 �5.� \ \ i _ GETATION Y � �� /� - � ��._.� � ___ \ / /? �/� 1_ � DRIVE Y %' _ � �� � / 9 I \ // �A / — /� _s � /� •• �b F _ _, ,' 4d //� �i � ,\ �T � / ' / / / / �� \ 3 � Hinoki Cypress � Chamaecyparis obtusa 'Chabo-yadori' 1 Mountain Hemlock Tsuga mertensiana ,v_� � _ � _�,R�� ��\` GRAPIIIC SC<1LE } m Q 0 0 } PLAN' I1-168 W Z > O a a J W � Z °C O W tW.7 Z 2 a m V Q J Z J � a r=' V /H�� Y/ t0 ��W� M Q` Q •N �i i „ o�=� ���s 3TT� .. N� �-I r J ___. � 7. 11` _- �I� TI�7-Y' Job Address: APN: City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 2205 23RD ST ANACORTES WA 98221 Remarks: New Single Family Dwelling Owner: LANDED GENTRY Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 Phone: (360) 755-9021 General Information: Occupancy Group # of Bedrooms Lot Area 1 st Floor Square Footage 2nd Floor Square Footage Garage Square Footage Deck Square Footage # of Stories Stove, Appliance Building Valuation # Forced Air Furnace <=17000 # of Backflow Devices # of Bathtubs # of Clothes Dryers # of Clothes Washers # of Dishwashers #_of_Gas Outlets # of Gas Fireplace # of Gas Piping # of Gas Water Heaters # of Water Piping # of Hose Bibbs # of Kitchen Sinks # of Lavatories # of Range Hoods # of Showers # of Slop Sinks # of Ventilation Fans # of Water Closets Invoice/Permit # Applied date Issue date Expire date BLD-2018-0397 06/20/2018 08/21/2018 02/17/2020 Permit Type: Single Family Residence Permit Project: Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 Phone: (360) 755-9021 License #: Fees: it -I Plan Review Deposit 200.00 4 Building Permit Fee 2,651.35 7500 Plan Review Fee 17523.38 1284 Mechanical Permit Fees 129.15 1751 Plumbing Permit Fee 174.00 709 State Building Code Fee Resi 4.50 195 Sewer Inspection Fee 50.00 2 Storm Drain GFC-Residential 1,597.48 1 Sewer GFC-Residential 9,482.66 395333 Park Impact Fee 615.00 1 Traffic Impact Fee 25641.40 1 Total Calculated: 19,068.92 2 Deposits/Receipts: 200,00 1 Total Due: 185868.92 1 p-I -, J 0r. 1 s - _ m �: r..; c 1 Y,emtp Ij tom. C: J I O Zr r : &AD m �. r,t �. 1 m 0 C, eD IJ L, � a� F... ri_I •.i, ILA i-I 4� 1.I .-r City of Anacortes 904 6th Street P.O. Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: BLD-20l8-0397 Applied date: 06/20/2018 issue date: 08/21/2018 Expire date: 02/17/2020 THlS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT HERRIGn 1 AD ENGINEERING 8z SURVEYING Civil Engineering & Surveying 4320 Whistle Lake Road Dale Herrigstad, P.E., P.L.S. Anacortes, WA 98221 (360) 299-8804 August 22, 2018 Groc Fyrrce City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: 2205 23rd Street, House foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot prior to concrete foundation footings have been poured on August 21, 2018. House corners were set with hub and tack at 5 & 10 foot offsets or as shown on the stakes from the four furthest exterior points of the house foundation. See attached drawing for approved site layout. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com r x U, FE<3 g b -izis U 8� p Gig Q �� o yyk8 <2 3�3 ti zzzz W oW �i y bag� . id O o ¢N a SR'aAiffiaz J ¢ N adz 3nN3nd a 'w z z LL >¢ c i �W aJ W3 HiWN h` yk �cW7 �Qvv~w N zo < C) 0 8 a Q h L7 w zCf) ¢ O a 0 ¢ 9 0 o x w --a bw sW log xW m i l8 1'R� �1un3p pxv p� �\ 4 C w N N2 O= coo; ,LL n mo,N Oppp amc¢ vE ;ooa 2a r =spsa s mmEE - Ymy AE yt- --- gea3cm ^^ ^n^mE 3Em^E- 5`Ea mE�= m3 -_ = "a Ole a _ �mEmc EU; 3LP °a i+ =aE m^r m9 Nelson, Kait From: Nelson, Kait Sent: Monday, June 25, 2018 2:39 PM To: 'Steve Baughn' Cc: Jack Reinstra Subject: RE: 2205 23rd St Of course, it's no problem at all! I'll just make a note of it in the file and I'll take a look at it when you're ready to resubmit it. Thanks, Kait Nelson From: Steve Baughn <steve@landedgentry.com> Sent: Monday, June 25, 2018 11:11 AM To: Nelson, Kait <kaitlynn@cityofanacortes.org> Cc: Jack Reinstra <jackr@landedgentry.com> Subject: RE: 2205 23rd St Kait, Please accept my apologies. This is my mistake, and here is what happened... I made assumptions based on preliminary observations that were overly optimistic, and based my design on that. 1 now have the test results and they are not good. I now have to revise the design accordingly and replace the plan set you have with the revised design. I am waiting on some engineering from Dale Herrigstad and once I get that, I will bring you a replacement set. Please set this aside until I am able to get the updated material to you. Very sorry if this caused you any problems. I will do better next time. Thank you, Steve Steven G. Baughn Civil Designer Landed Gentry Homes and Communities Old City Hall Building 504 East Fairhaven Avenue Burlington, Washington 98233 Office:(360) 755-9021, Ext. 25 Cell: (360} 540-4526 Fax: (360) 755-9029 Email: steve@landedgentry.com 1 From: Nelson, Kait[mailto:kaitlynn@cityofanacortes.org] Sent: Monday, June 25, 2018 10:46 AM To: Steve Baughn <steve@landedgentry.com> Cc: Jack Reinstra <iackr@landedgentry.com> Subject: 2205 23rd St Hi Steve, I'm reviewing the plans for 2205 23�d Street at the moment, and I see in the drainage site summary that it mentions a soils report and analysis for min requirements 1-5, but I'm not finding it. The summary says that it will be dated June 28th 2018, so does that mean I should expect to see it soon? Or is that a typo and it was supposed to be submitted but didn't make it in? Thanks, Kait Nelson Associate Planner City of Anacortes Jacobs Nelson Parcel No. P58505 Anacortes, WA Structural Calculations Revision 2 DVDT Job No. - 18067 Drawings by JWR Design - # 17-168 NORTH ELEVATION Index Description Page Design Criteria 1 Lateral Design 4 Vertical Design 17 Foundation Design 40 AUG 3 0 2Q16 CCT°Y OF ANACOR DVDT Engineering, Inc. ZYVLPT Structural Engineering (360) 9334345 Job No.: 18067 — Rev. 2 Title: Jacobs Nelson LoC.. Parcel No. 58505, Anacortes Description: DVZDT DVDT Engineering, Inc. Structural Engineering JWR Design, Inc. has asked for structural engineering calculations for a residential house. Scope: Date: 8/15/2018 Page: 1 of 42 Perform the structural calculations necessary to build the residence according to code, and obtain a building permit. Building Department: The calculations and drawings will be submitted to The City of Anacortes Building Services. References: 2015 IBC, ASCE 7-10, 2015 NDS Loads: Roof Load R1= 4; R2 = 10; R3 = 12 RDL = Roof Dead Load = 15 psf DFi =Roof Dead Load Factor = Z sgrt((Rl)Z + (12)2) _ (i2) X DFz =Roof Dead Load Factor =12 sgrt((RZ)Z + (12)Z) _ (i_) X sgrt((10 )2 + (12)2) = 1.30 DF3 = Roof Dead Load Factor = 1 sgrt((R3)2 + (12)2) _ (1�Z ) x sgrt((12 )2 + (12)2) = 1.41 12 RLL = Roof Live Load = 20 x1.0x(1.2-0.05xR1) = 20 x1.0x(1.2-0.0Sx4) = 20 psf Snow Load Pg = Ground Snow Load = 25 psf Ce = Exposure Factor = 1.0 Ct = Thermal Factor = 1.1 I = Importance Factor = 1.0 Pf= Flat -Roof Snow Load = 0.7 Ce Ct I Pg = (0.7)(1.0) (1.1)(1.0) (25) = 19.25 psf RsL = Design Roof Snow Load = 25 psf Wall Load WDL =Wall Dead Load = 12 psf Floor Load FDL = Floor Dead Load = 13 psf; FLL = Floor Live Load = 40 psf; Seismic Load Equivalent Lateral Force Procedure, Fa = 1.1; Ss = 1.0 Fv=1.7; Si=0.35 SMs=Fa Ss= (1.1)(1.0) = 1.1 SMi =FvS1 = (1.7)(0.35) = 0.595 Sos=3XSMs=3X1.1 =0.733 Soi = 3 X SMi = s X 0.595 = 0.397 FDLD =Deck Dead Load = 9 psf FLLD =Deck Live Load = 60 psf Wood shear wall system, Seismic Design Cat. D, Category II, Site Class D R = 6.5; Io =Occupancy Importance Factor = 1.0 Wind Load -Enclosed, Simple Diaphragm Building Veit = 3-second gust wind speed = 110 mph; Exposure B Kam= 1.0 Allowable Soil Load 6nn = Allowable Soil Load = 2000 psf Concrete' f = 2500 psi I all. fy4 = 40,000 psi - Grade 40 rebar; fY6 = 60,000 psi - Grade 60 rebar Job No.: 18067 - Rev. 2 Title: Jacobs Nelson LOC.: Parcel No. 58505, Anacortes Building Information DVZDT DVDT Engineering, Inc. Structural Engineering Date: 8/15/2018 Page: 2 of 42 hr =Ridge Height = 30.33 ft hem = Main Floor Plate Height = 12.59 ft heu = Upper Floor Plate Height = 21.74 ft hmr = Mean Roof Height = Z x (h,. + h,u) = 2 (30.33 + 2 L74) = 26.0 ft LT = Transverse horizontal dimension = 59.50 ft; LL = Longitudinal horizontal dimension = 54 ft W=Building Weight= 729x(FDL+5)+(1569+826)xRDL+(148xg+(139+96)x4.5)xWDL = 729x(13+5)+(1569+826)x15+(148x8+(139+96)x4.5)x12 = 75,945 lbs Cs = Seismic Coefficient = Ds = °'6, = 0.113 lbs /0 11-0 Vs=Seismic base shear = 1.3xCsx Wx0.7 = 1.3x0.113x75945x0.7 = 7.809Ibs Wind Load E,G F,H A,C E,G F, H 1 1 1 1 1 1 Ai=21.6; Bi=14.8; Ci=17.2; Di=11.8; Ei=1.7; Fi=-13.1; Gi=0.6; Hi=-11.3;Eoxi=-7.6; Goxi=-8.7 Az=21.6; Bz=14.8; Cz=17.2; Dz=11.8; Ez=8.3; Fz= 6.5; Gz=7.2; Hz=-4.6; Eoxz=-76; Goxz= 8.7 al = 0.4xhmr = 0.4x26 = 10.4 ft az = 0.lxmin(LT• LL) = 0.lxmin(59.5; 54) = 5.4 ft amen = Minimum = 3 ft = Height and Exposure Adjustment Factor (Figure 6-2) = 1.0 Ls= End zone length = 2 max(amin;min(a1;a2)) = 2xmax(3;min(10.4;5.4)) = 10.8 ft 0 68 SF 387 OF OC AO 501 SF 151 SF - - - -+- -- LONCzITUDINAL SNEATz LOAD B O 33 SF 367 SF ---- 94 S F TfzANSVERSE SN�AR LOAD Job No.: 16UO - Rev. 2 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes Load Case I End Zone Pressures DV"I DVDT Engineering, Inc, Structural Engineering ALcl = 0.6xA1 r= 0.6x21.6x1x1 = 13.0 psf BLcz = 0.6xBix;LxKZt= 0.6x14.8x1x1 = 8.88 psf ELcz = 0.6xEix;xKZr= 0.6x1.7x1x1 = 1.02 psf FLci = 0.6xFzxlxKZr= 0.6x(-13.1)xlx1 = -7.86 psf Interior Zone Pressures CLci = 0.6xC1xilxKzr= O.bx17.2x1x1 = 10.3 psf DLci = 0.6xDix;xKzr= 0.6x11.8x1x1 = 7.08 psf GLc1 = 0.6xGixlxKn= 0.6x0.6x1x1 = 0.36 psf HLci = 0.6xHix)LxKZr= 0.6x(-11.3)x1x1 = -6.78 psf VWrz =Trans Wind Shear=ALclx94+BLcix33+CLcix519+DLcix367 = 13x94+8.88x33+10.3x519+7.08x367 = 9,459lbs Vuri = Transverse Wind Uplift = ELcix234+FLcix181+GLczx1120+HLcix832 = 1.02x234+(-7.86)x181+0.36x1120+(-6.78)x832 = ,6.422 lbs VW;i = Longitudinal Wind Shear=ALcix151+BLcix68+CLcix501+DLcix387 =13x151+8.88x68+10.3x501+7.08x387 = 10.4671bs Vuu = Longitudinal Wind Uplift = ELcix255+FLcix181+GLcix758+HLclx1173 = 1.02x255+(-7.86)x181+(0.36)x758+(-6.78)x1173 =-8,843lbs Load Case 2 End Zone Pressures ALcz = 0.6xA2x)LxKZr= 0.6x21.6x1x1 = 13.0 psf BLcz = 0.6xBzx�lxKZr = 0.6x14.8x1x1 = 8.88 psf ELcz = 0.6xE2x;LxKZr= 0.6x8.3x1x1 = 4.98 psf FLcz = 0.6xF2xAxKZr= 0.6x(-6.5)x1x1 = -3.9 psf Interior Zone Pressures CLcz = 0.6xCzxlxKZr= 0.6x17.2x1x1 = 10.3 psf DLcz = 0.6xDzx7xKZr= 0.6x11.8x1x1 = 7.08 psf GLcz = 0.6xG2x)lxKZr= 0.6x7.2x1x1 = 4.32 psf HLcz = 0.6xH2xAxKzr= 0.6x(-4.6)x1x1 =-2.76 psf VWrz =Trans Wind Shear = ALc2x94+BLc2x33+CLc2x519+DLc2x367 = 13x94+8.88x33+10.3x519+7.08x367 = 9.459lbs V rz = Transverse Wind Uplift = ELc2x234+FLc2x 181+GLczx1120+HLczx832 = 4.98x234+(-3.9)x181+4.32x1120+(-2.76)x832 = 3.002 lbs VWrz = Longitudinal Wind Shear = ALczx151+BLczx68+CLczx501+DLczx387 = 13x151+8.88x68+10.3x501+7.08x387 = 10,467 lbs Vuiz = Longitudinal Wind Uplift = ELc2x255+FLc2x181+GLc2x758+HLc2x1173 =4.98x255+(-3.9)x181+(4.32)x758+(-2.76)x1173 = 601 lbs Date: 8/15N2016 Page: 3 of 42 VWrmrn =Minimum Trans Wind Shear = 0.6x16x(94+519)+0.6x8x(33+367) = 7.8051bs VWim;,, =Minimum Longitudinal Wind Shear = 0.6x16x(151+501)+0.6x8x(68+387) = 8,443 lbs Install Simpson H2.5 seismic ties or SDWC Rafter/Truss screws at each truss. Job No.: 18067 — Rev. 2 Title: Jacobs Nelson LoC.: Parcel No. 58505, Anacortes Lateral Load �Utff AZA DVDT Engineering, Inc. Structural Engineering Date: 8/15/2018 W02A 12'-0" ........................ W02B W02C 2'-6" W03 B SECOND FLQOR SHEAR WALL PLAN �o cry co Job No.: 18067 — Rev. 2 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes W08A I I GARAGE I , I I � I I I I I Z�V "T DVDT Engineering, Inc. Structural Engineering W08B �10 Im'� _I HDU4'. I OUTLINE OF I FLOOR ABOVE I C�7-I _SONS_ $Y. S; ffi:l 3'-I0"4'-h Date: 6/12)/2018 Page: o of 42 W09C HDW4lf-N Q I y;i sw6 -----------------_----- I I 77MT.N I D3Ai3NG pAN7AV r> ED U) e t W10B I s - .qws 4 9 _ LO W10A DEN W10 J GREAT RM KTRY Q= I3rry ......... HEWS W/ bx8'2 DF Ld � END CHORD HDWB W/ — (BALLOON FRAME)` 46 •2 DF - ! 3xb PT SILL - END CHORD 1 3xb PT SILL 2' -4" : � ....02 SYri? -, W11 ....... SEE SHEAR WALL DETAIL 1 2'-6" 2'-6" W03A W03B MAIN FLOOR SHEAR WALL PLAN Job No.: 18067 — Rev. 2 ?YV ZDi Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 6 of 42 SHEAR LUALL SCHEDULE mommommom 0 0 0 © Q WALL EDGE HOLD ANCHOR END ABUTTING SILL BASE F'L SILL PL PANELS 6 DESC, NAIL DOWNS BOLTS CHORD5 PANELS PL a CONN. CONN. 10 5W5 1/16" 055 ONE 51DE ad 9 6" NONE NONE 2x6 2x6 2x6 (3) 16d ID 16" o.c. 1/2" DIA. x 10" 6 60" O.C. SW01 1/16" 055 ONE SIDE Sd 9 2" SEE PLAN SEE PLAN 4x6 "2 DF 3x6 3x6 (3) I6d ®6" o.c. 5/8" DIA. x 12" g 16" oz. SW02 1/16" OSB ad 9 3" SEE PLAN SEE PLAN 6x8 02 DF 3x6 3x6 (3) I6d g 6" o.c. 5/8" DIA. x 10" a 12" o.c. BOTH SIDES SW03 1/I6" OSB ad 9 3" SEE PLAN SEE PLAN DBL 2x6 DF 3x6 2x6 (3) I6d g 8" o.c. 5/8" DIA. x 10" a 12" o.c. ONE SIDE DVD7 No. 18067 NOTES: I. ALL EXTERIOR WALLS SHALL HAVE MINIMUM" DIA. ANCHOR BOLTS SPACED AT 5'-0". 2. ALL TRUSSES AND RAFTERS SHALL BE INSTALLED WITH SIMPSON H2.5A HURRICANE TIES, OR SDWC RAFTER/TRUSS SCREWS. 3. ALL INTERMEDIATE FRAMING MEMBERS SHALL RECEIVE ad NAILS e 12" o.c. 4 ALL PANEL EDGES SHALL BE BLOCKED. 5 ALL HOLD DOWNS SHALL CONFORM TO SIMPSON STRONG -TIE. 6 ALTERNATE PANEL JOINTS WHEN PANELS ARE APPLIED TO BOTH SIDES OF THE WALL. 1, DBL 2X6 STUDS MAY BE USED IN LIEU OF 3x NOM STUDS FOR ABUTTING PANELS PROVIDING STUDS ARE NAILED W/ (2) I6d NAILS 6" oz. 8. ALL SILL PLATES SHALL BE PT e INSTALLED USING 3 GA. 3"x3" WASHERS. 9. SHEAR WALL FRAMING SHALL BE CONSTRUCTED USING DF LUMBER. 10. MULTIPLE STUD END CHORDS SHALL BE NAILED W/ (2) I6d NAILS a 8" O.G. 11. ALL NAILING TO PRESSURE TREATED LUMBER SHALL BE DONE USING HOT DIP GALVANIZED NAILS. 12. 2x4 STUDS MAY BE USED FOR INTERIOR WALL FRAMING. DBL TOP PL A PANEL EDGE NAILING INTERMEDIATE I\ NAILING (SEE NOTE 3) END CHORD O—� aBurrlNG F PANEL BASE PL C FLOORING RIM JOIST COUPLER NUTS PLATE WASHER ANCHOR BOLT � ANCHOR BOLT •I I I I I I I•.I I I I I.I. •W i � I i i. 1 10 .11 *I lei I••I I.I l.I I•I• •Iq II I I' I••I I I I.I. .I•I I 1I I I I I I•d I I I I I I II I•I• 99 II I I I I 1an I I I I•I• q•I I.I LI I••I I•I Id IJ• 11 II I• •I I II II II I I I I.1• I• •I I I I I I.1• I I i• y I I I I I I.1. I•I 1 I• •I �I II II I I•I I•I• I I I••I I I I•I• I• •1 I 1 I I•I• I I I I I• d I I I I•I• I••1 I �I I•I I•I• NOTE 1 I••I I.I i li i• II II I' II II I• �.1 IJ I,I. ti• I •I I II ..- 11 I•I• - o-I r1•I• II II �I ,Iola I I � I•I• —:- -+c`. A SHEAR WALL LEGEND INSTALL 2x FLAT BLOCKING s ALL PANEL EDGES EDGE NAILING C HOLD-DOWN B EDGE NAILING INSTALL 2x4 BLOCKING TO MATCH WIDTH OF ENE) CHORDS P.T_ SILL PL (BLOCK OUT CONCRETE AS REOUIREp FOR 3x6 51LU Job No.: 18067 - Rev. 2 DV Di Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes Lateral Load Data hu = Upper floor shear wall height = 8.1 ft hM = First floor shear wall height = 9.1 ft hOR = Great Room shear wall height = 15 ft CD = 1.6; ZB = 860 lbs per 5/8" dia. bolt; Seismic Load Data DVDT Engineering, Inc. Structural Engineering Page: 7 of 42 ZN = 119 lbs per nail for 16d sinker nail Z82 = 590 lbs per 1/2" dia. bolt WR =Roof weight = 1569xRDL+148x4x WDL = 1569x15+148x4x12 = 30,6391bs VRG = Garage Roof weight = 826xRDL+96x4.5x WDL = 826x15+96x4.5x12 = 17,5741bs WFu = Upper Floor weight = 729x(FDL+5)+(148x4+139x4.5)x WDL = 729x(13+5)+(148x4+139x4.5)x12 = 27,732 lbs WT =Total Wt = WR+WRG+WFu = 30639+17574+27732 = 75,9451bs SumvT=Total Shear = WRxheu+WRcxhenf+WFuxheM= 30639x21.74+17574x12.59+27732x12.59 = 1,236,4941bs VR = WR X heu X VS = 30639 X 21.74 x 7809 = 4,2071bs SumVT 1236494 VRG = WRG X hem X VS = 17574 X 12.59 X 7809 = 1,397 lbs SumVT 1236494 VFu = WFU X hem X Vs = 27732 x 12,59 x 7809 = 2,205 lbs SumVT 1236494 VT=Total Shear = VR+VRG+VFu= 4,207+11397+21205 = 7,8091bs wTR =Roof Trans. shear = vR - 384e = 96.2 if 40 40 wrac =Garage Roof Trans. shear = vRG =zszz = 82 9 plf zs za VFU 2060 = wTFU = Upper Floor Trans. shear = 44 - 44 46.8 plf wLR =Roof Long. shear = vR = 4207 = 124 plf 34 34 wLRG = Garage Roof Long. shear = vRG = zszz = 87.6 plf 26.5 26.5 wLFu = Upper Floor Long. shear = vFu = 2205 = 64.9 plf 34 34 Wind Load Data - AC" wTEu =Upper Transverse end zone = ALclxz2+BLClxs6 = 13xzz+a.sexs6 - 72 5 p1f LR 10.8 CLClx144+DLC1x301 - 10.3x144+7.08x301 wTIU = Upper Transverse interior zone = 40-Lg - 40-10.8 - 12- 4 elf wTEc =Garage Transverse end zone = ALc1x105+BLClxo - 13x1os+8.88xo - 126 nlf LE 10.8 CLCix154+DLCi. x105 - 10.3x154+708x105 wTiG = Garage Transverse interior zone = - = 135 plf 28-LE 28-10.8 zone WLEU Upper Longitudinal end = ALCix43+BLCix68 - 13x43+8.88x68 = 108 plf LE 10.8 CLC1x175+DLC1x71 10.3x175+(7.08)x71 wLrU = Upper Longitudinal interior zone = _ = 99.4 plf 34-LE 34-10.8 wcsc =Garage Longitudinal end zone=Acc1x4.5+BLclx11 = 13x4.5+8.88x11 = 156 plf wLrc =Garage Longitudinal interior zone = CLcix4.5+DLc1x11 = 10.3x4.5+7.OSx11 = 124 plf weM =Main end zone = ALc1x10.67 = 13x10.67 = 139 plf wiM =Main interior zone = CLCI x 10.67 = 10.3 x 10.67 = 110 plf Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page. 8 of 42 Dia hra ms Transverse Upper Roof Seismic Wind � loading 1920 1920 shear bending � loading shear bending 96 73 loading T T 40' 40' 1920 1530 1530 shear F — -1920 19200 16100 13700 bending Lonlsitudinal UDper Roof Seismic Wind 124 99 loading 34' 34' 2110 1700 1700 17900 -2110 shear bending 14600 12800 124 1940 1760 Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 9 of 42 Transverse Upper Floor Seismic Wind loading 1160 1160 shear C � bending 1920 4110 2950 11500 loading 2960 1890 is -- shear -1040 bending 1530 135 110 28'46 40' 13200 5660 3770 -1LSyU Longitudinal Upper Floor Seismic Wind 2110 z110 65 88 loading IF T� 17.5' 15.5' 2680 1070 3780 1170 569 504 shear F�� F�� L: ::� �� -569 -504 7720 2490 1950 bending 1940 139 i 22900 18600 1760 1700 139 110 124 156 loading 17.5' 15.5' 26.5' 1170 2940 1910 4270 1180 QC:, 1710 shear -1170 5000 3300 bending �� 11800 4410 I -2470 I 1920 Job No.: 18067 — Rev. 2 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes W01- Not Used ?�V DT DVDT Engineering, Inc. Structural Engineering W02 -South Walls -Upper Floor Rw = Wind Shear = 1700 lbs Rs = Seismic Shear = 2110 lbs W02A =Length of Shear Wall = 12 ft W02B = Length of Shear Wall = 11.17 ft W02C = Length of Shear Wall = 7.5 ft vw= Wind Unit Shear = Ryy = 1700 = 55.4lbs/ft W02A+W02B+W02C 12+11.17+7.5 is = Seismic Unit Shear = Rg = 2110 = 68.8 lbs/ft W02A+W02B+W02C 12+11.17+7.5 T = C = Tension and Compression in the Chords = vw hu = (SSA) (8.1) = 449 lbs T = C = Tension and Compression in the Chords = vs hu = (68.8) (8.l) = 557 lbs Date: 8/15/2018 Page: 10 01 42 Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W03 -North Great Room Walls -Upper Floor Rw = Wind Shear = 17601bs Rs = Seismic Shear = 2110 lbs W03A =Length of Shear Wall = 2.5 ft WW13 = Length of Shear Wa11= 2.5 ft vw = Wind Unit Shear = R`"' = 1760 = 3521bs/ft W03A+W03B 2.5+2.5 vs = Seismic Unit Shear = Rg = 2110 = 4221bs/ft W03A+W03B 2.5+2.5 T = C = Tension and Compression in the Chords = vw hcR = (352) (15) = 5,280 lbs T = C = Tension and Compression in the Chords = vs hcR = (422) (15) = 6,330 lbs Shear Transfer Capacity sN = Triple Nail Spacing = 0.5 ft sB = Bolt Spacing = 1.0 ft ZN'= 3 x (sN� ZNCD = 3 x Co 55) (119) (1.6) = 1,1421bs/ft ZB'= a ZBCD =1 (860) (1.6) = 1,3761bs/ft Allowable Shear CapacithdR lly Co = min (1.0; L25 — 0,125 x wo3Al min (1.0; L25 — 0.125 x 2 S) = 0.5 VwA = (2 x 2) x 1370 x Co = (2 x z� x 1370 x 0.5 = 685 plf VsA=2X2 x980xCo=2xZ x980x0.5=490p1f Therefore: 7/16" OSB on both sides of shear wall w/ 8d nails @ 3" o.c. at panel edges, and 12" in the field. Use 6g8 #2 DF end chords with HDU8 hold downs (SSTB28L). Use (3) 16d nails @ 8" o.c. for wall to floor nailing. Use 5/8" dia. shear bolts @ 12" o.c. for the 3x6 P.T. sill to foundation connection. Mark SN'02 on the drawings. Job No.: 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.: Parcel No. 58505, Anacortes Structural Engineering Page: 11 of 42 Shear Wall Deflection AB =Area of Boundary element = 5.5x7.5 = 41.25 inz b = Wall width = 2.5 ft da = deflection due to anchorage details = 0.113 in for HDU8 E = 1600000 psi v = Shear force = 4xvs = 4x422 = 1,688 lbs/ft Ga = Apparent shear wall shear stiffness (Table 4.3A) = 25 kips/in h = Wall height = hcR = 15 ft Bxvxh 3 roxh "— d =Wall deflection = + + x d = Sx1,688x153 ExABxb 2x1000xGQ b a 1600000x41.25x2.5 douow = Allowable Deflection = hxl2x0.020 = 15xl2x0.020 = 3.6 in Therefore the deflection in this wall is acceptable. W04 -Not Used W05 -East Walls -UDper Floor Rw =Wind Shear = 1940 lbs Rs = Seismic Shear = 19201bs WOSA =Length of Shear Wa11= 4 ft WOSB = Length of Shear Wa11= 3.33 ft W05C = Length of Shear Wall = 3.58 ft V05D = Length of Shear Wall = 6 ft vW = Wind Unit Shear = Rw + 1,688x1s + is x 0.113 zx1000xz5 z.s OK _ 1940 = 1151bs/ft WOSA+WO58+WO5C+WOSD 4+3.33+3.58+6 vs =Seismic Unit Shear = Rs = 1920 = 114 lbs/ft W05A+W05B+WO5C+WO5D 4+3.33+3.58+6 T = C = Tension and Compression in the Chords = vw hu = (115) (8,1) = 929 lbs T = C = Tension and Compression in the Chords = vs hu = (114) (8,1) = 920 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W06 -Not Used W07 -West Walls -UDper Floor Rw = Wind Shear = 1940 lbs Rs = Seismic Shear = 19201bs W07A =Length of Shear Wall = 15.5 ft W07B =Length of Shear Wall = 8.5 ft vw = Wind Unit Shear = BW = 1940 = 80.8 lbs/ft W07A+W07B 15.5+8.5 vs = Seismic Unit Shear = BS = 1920 = 801bs/ft W07A+W07B 15.5+8.5 T = C = Tension and Compression in the Chords = vw hu = (80.8) (8.1) = 655 lbs T = C = Tension and Compression in the Chords = vs hu = (80) (8.1) = 648 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 12 of 42 W08 - Garage South Wail.- Main Floor Rw =Wind Shear = 19201bs Rs = Seismic Shear = 1170 lbs W08A = Length of Shear Wall = 10.83 ft W08B = Length of Shear Wall = 10.83 ft vw = Wind Unit Shear = RW = 1920 = 88.6 lbs/ft W08A+W08B 10.83+10.83 vs = Seismic Unit Shear = RS — 1170 = 54.0 lbs/ft W08A+W08B 10,83+10,83 T = C = Tension and Compression in the Chords = vw hM = (88.6)(9.1) = 806 lbs T = C = Tension and Compression in the Chords = vs hM = (54.0) (9.1) = 492 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W09 -Intermediate Walls -Main Floor Rw =Wind Shear = 42701bs = Seismic Shear = 3780 lbs W09A =Length of Shear Wall W09B = Length of Shear Wall = 2.83 ft W09C = Length of Shear Wall = 4 ft W09D = Length of Shear Wall= 10.42 ft W09E = Length of Shear Wall = 8.5 ft RW vw = Wind Unit Shear = 4z7o = 1441bs/ft 3.83+2.83+4+10.42+8.5 vs =Seismic Unit Shear = = 3780 = 128 lbs/ft W09A+W096+W09C+W09D+W09E 3.83+2.83+4+10.42+8.5 T = C = Tension and Compression in the Chords = vw hM = (144) (9.1) = 1,3141bs T = C = Tension and Compression in the Chords = vs hm = (128) (9.1) = 1,163 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W 09A+W 096+W 09C+W 09D+W 09E W10 -Intermediate Walls -Main Floor Rw =Wind Shear = 1910 lbs Rs =Seismic Shear = 1070 lbs W l0A =Length of Shear Wall= 4.75 ft W 1 OB =Length of Shear Wa11= 5.42 ft W 1 OC = Length of Shear Wall = 5.17 ft vw = Wind Unit Shear = RW — 1910 = 125 lbs/ft W10A+W10B+W10C 4.75+5.42+5.17 vs = Seismic Unit Shear = Rg — 1070 = 69.8 lbs/ft W10A+W10B+W10C 4.75+5.42+5.17 T = C = Tension and Compression in the Chords = vw hM = (125) (9.1) = 1,133 lbs T = C = Tension and Compression in the Chords = vs hM = (69.8) (9.1) = 635 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 13 of 42 W11 - North Wall - Main Floor Rw= Wind Shear = 2940-1760 = 1,180 lbs Rs = Seismic Shear = 2680-2110 = 570 lbs W 11 =Length of Shear Wa11= 2.33 ft vw = Wind Unit Shear = eW — lls0 = 506 lbs/ft Wll 2,33 is = Seismic Unit Shear = as = s—'o = 2451bs/ft Wll 2,33 T = C = Tension and Compression in the Chords = vw hM = (506) (9.1) = 4,609 lbs T = C = Tension and Compression in the Chords = vs hm _ (245) (9.1) = 2,226 lbs Shear Transfer Capacity sN = Triple Nail Spacing = 0.5 ft sB = Bolt Spacing = 1.33 ft ZN'= 3 x (S1) ZNCD = 3 x (ols) (119) (1.6) = 1,142 lbs/ft N ZE'= s ZBCD 1.33 (860) (L6) = 1,035 lbs/ft a Allowable Shear Capacity Co = min (1.0; 1.25 — 0.125 x wi1) = min (1.0; 1.25 — 0.125 x 9,13 ) = 0.762 VwA = z x 1790 x Co = Z x 1790 x 0.762 = 682 plf VsA = z x 1280 x Co = 2 x 1280 x 0,762 = 488 plf Therefore: 7/16" OSB on one side of shear wall w/ 8d nails @ 2" o.c. at panel edges, and 12" in the field. Use 4x6 #2 DF end chords with 111)U8 hold downs (SSTB28L). Use (3) 16d nails @ 6" o.c. for wall to floor nailing. Use 5/8" dia. shear bolts @ 16" o.c. for the 3x6 P.T. sill to foundation connection. Mark SW01 on the drawings. Shear Wall Deflection AB =Area of Boundary element = 3.5x5.5 = 16.5 in2 b =Wall width = 2.33 ft da = deflection due to anchorage details — 0.116 in for HDU8 E = 1600000 psi v = Shear force = 4xvs = 4x395 = 1,580 lbs/ft Ga = Apparent shear wall shear stiffness (Table 4.3A) = 39 kips/in h = Wall height = hm = 9.1 ft d =Wall deflection = Bxvxh3 + roxh + h x dQ _ 8x1,580x9.13 + 1,SSOx9.1 + 9-1 x 0.116 = 0.977 in ExABxb 1000xGQ b 1600000x16.5x2.33 1000x39 2.33 dallow =Allowable Deflection = hx12x0.020 = 9.1x12x0.020 = 2.18 in Therefore the deflection in this wall is acceptable. Job No.: 18067 — Rev. 2 "VDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 14 of 42 W12 - East Garage Wall - Main Floor Rw =Wind Shear = 1890 lbs RS = Seismic Shear = 1160 lbs W12 = Length of Shear Wall = 26.5 ft vWind Unit Shear = Ryy - 1890 W == 71.3 lbs/ft W12 26.5 is = Seismic Unit Shear = wlz = 266s = 43.8 lbs/ft T = C = Tension and Compression in the Chords = vw hM = (71.3) (9.1) = 649 lbs T = C = Tension and Compression in the Chords = vs hM = (43.8) (9.1) = 399 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W13 -East Walls -Main Floor Rw =Wind Shear = 3770 lbs >ks = Seismic Shear = 2950 lbs W13A =Length of Shear Wall= 3.42 ft W13B = Length of Shear Wall = 12.75 ft W 13C = Length of Shear Wall = 2.92 ft VW = Wind Unit Shear = Rw = 3770 = 1971bs/ft W13A+W13B+W13C 3.42+12.75+2.92 vs = Seismic Unit Shear = RS = 2950 = 155 lbs/ft W13A+W13B+W13C 3.42+12.75+2.92 T = C = Tension and Compression in the Chords = vw hM = (197) (9.1) = 1,797 lbs T = C = Tension and Compression in the Chords = vs hM = (155) (9.1) = 1,406 lbs Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). W14 -Garage West Walls -Main Floor Rw =Wind Shear = 1890 lbs � =Seismic Shear = 1160 lbs W14A =Length of Shear Wall = 2.83 ft W 14B =Length of Shear Wa11= 2.83 ft vW = Wind Unit Shear = Ryy - 1890 = 334 lbs/ft W14A+W14B 2.83+2.83 is = Seismic Unit Shear = Rg - 1160 = 205 lbs/ft W14A+W14B 2.83+2.83 T = C = Tension and Compression in the Chords = vw hM = (334) (9.1) = 3,039 lbs T = C = Tension and Compression in the Chords = vs hM = (205) (9.1) = 1,865 lbs Shear Transfer Capacity sN = Triple Nail Spacing = 0.67 ft sB = Bolt Spacing = 1.0 ft ZN'= 3 x (1) ZNCD = 3 x (1) (119) (1.6) = 853 lbs/ft sN 0.67 Za'= s ZBCD ft = i (860) (1.6) = 1,376 lbs/ e Allowable Shear Capacity Co = min (1.0; 1.25 — 0.125 x W14B) = min (1.0; 1.25 — 0.125 x z sal = 0.848 VwA = z x 1370 x Co = z x 1370 x 0.848 = 581 plf VsA = 2 x 980 x Co = 2 x 980 x 0.848 = 416 plf Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 15 of 42 Therefore: 7/16" OSB on one side of shear wall w/ 8d nails @ 3" o.ce at panel edges, and 12" in the field. Use double stud end chords with HDU4 hold downs (SSTB20). Use (3) 16d nails @ 8" o.c. for wall to floor nailing. Use 5/8" dia. shear bolts @ 129' o.c. for the P.T. sill to foundation connection. Mark SW03 on the drawings. Shear Wall Deflection AB. =Area of Boundary element b = Wall width = 2.83 ft da = deflection due to anchorage details = 0.114 in for HDU4 E = 1600000 psi v = Shear force = 4xvs = 4x205 = 820 lbs/ft Ga = Apparent shear wall shear stiffness (Table 4.3A) = 25 kips/in h = Wall height = hM = 9.1 ft d =Wall deflection = 8xvxn3 + roxn + n sx820x9,13 + azox9.1 + 9_i x 0.114 = 0.731 in ExABxb 1000xGQ b 1600000x16,5x2.83 1000x25 2.83 douow = Allowable Deflection = hx12x0.020 = 9.1x12x0.020 = 2.18 in OK Therefore the deflection in this wall is acceptable. W15 -West Walls -Main Floor Rw =Wind Shear = 4410 lbs Rs = Seismic Shear = 2960 lbs W15A =Length of Shear Wall= 6 ft W 15B =Length of Shear Wa11= 2.92 ft W15C = Length of Shear Wall = 4.58 ft W 151) = Length of Shear Wall = 4.25 ft W 15E = Length of Shear Wall = 4.5 ft vw = Wind Unit Shear = RW W15A+W15B+W15 4410 = 1981bs/ft 6+2.92+4.5 6+4.2 5+4.5 vs =Seismic Unit Shear = = 2960 = 133 lbs/ft W15A+W158+W15C+W15D+W15E 6+2.92+4.58+4.25+4.5 T = C =Tension and Compression in the Chords = vw hM = (198) (9.1) = 1,804 lbs T = C = Tension and Compression in the Chords = vs hm _ (133)(9.1) = 1,211 lbs +W15D+W15E Standard 6" nailing of 7/16" OSB with no hold downs is acceptable (365, 260 plf allowable). Job No.: 18067 - Rev. 2 DV"7 Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 16 of 42 Great Room Window Studs - IL I Lx6 #2 DF b =Width = 3 in; d =Depth = 5.5 in h = Height of studs = 12.25 ft wTrib = Tributary width = 4 ft Forces PMax = wTrib X (2 x 1.5 + 1.17) (RDL x DF1 + RSL) + z X h X WDL X wTrib _ (4) (1 x 1.5 + L17) (15 x LOS + 25) + Z x 12.25 x 12 x 4 = 607 lbs VMax=ZX0.7X21.3Xx1 XhXwTrib=Z x0.7x21.3x1x12.25x4=365lbs MMax=Bx0.7x21.3X/IXWTribxh2=8 x0.7x21.3x1x4x12.252=1,119ft•lbs Allowable Stresses - #2 DF CD = Duration = 1.6; CF = NDS Table 4D = 1.3 CR = Repetitive = 1.15 KLy = Weak axis slenderness = 1.0 KLx = Strong axis slenderness = 1.0 x h X a = 1.0 x 12.25 x s s5 = 26.7 E = 1600000 psi FCE = 0.822 X E = 0.822 x 1600000 = 1,845 psi (KLX)2 (26,7)2 Fig = 1350 CD = (1350)(1.6) = 2,160 psi c = 0.8 FCE FCE 2 FCE 852 852 2 852 1+ 1+ C 1C _ 1C = 2160 _ 2160 - 2160 -_ 0,355 P 1 2 c (:2xc Fc (2)(0.8) ( 2x0.8) 0.8 FC' = Fig Cp = (2160) (0.355) = 767 psi Fb' = 900 CD CF CR = (900)(1.6)(1.3)(1.15) = 2,153 psi FV' = 180 CD = (180)(1.6) = 288 psi Sx = 6 b d2 = (6) (3) (5.5)2 = 15.1 in3 Ix =-2 DU - (2) = 41.6 in4 A = b d = (3) (5.5) = 16.5 in2 E = 1600000 psi Actual Stresses f _ FMax _ 607 36.8 Sl Ja A 16.5 - A = MMax X s2 = 1119 X 1 = 889 psi OK X �VMaX 365 22.1 si OK � _ A 16.5 p Combined = ()2 + (-()2+8= 0.424 OKFc16Fa2153(9 36.8 FbxCE) i1845) 5xCLC1XWTribx12x(hx12)4 Sx10.3x4x12 (12.25x12)4 QMax = - 0'314 384 E IX (384) (1600000) (41.6) Allowable Total Deflection = h iz = (1z.zs)(12) = 0.817 in OK 180 180 Therefore use (2) 2x6 #2 DF studs between the Great Room windows. Job No.: 18067 — Rev. 2 " V " % Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes Vertical Load DVDT Engineering, Inc. Structural Engineering Page: 17 of 42 Job No.. 18067 — Rev. 2 D V % Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes DVDT Engineering, Inc. Structural Engineering M1N. �t:NCTN 3 ROIUs 16p NAILS fa"O.C. 2x6 DI3L. P�Afi� Page: 18 of 42 OnNo.: 18067 — Rev. 2 Title: Jacobs Nelson Loc.. Parcel No, 58505, Anacortes 7�V DT DVDT Engineering, Inc. Structural Engineering SECOND FLOOR FRAMING PLAN Date: 6/15/2016 Page: 19 of 42 Job No.: 18067 — Rev. 2 ZYV ZY% Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes DVDT Engineering, Inc. Structural Engineering MAIN FLOOR FRAMING PLAN Page: 20 of 42 Job No.. 18067 — Rev. 2 DV ZDi Date: 8/15/2018 Title. Jacohs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 21 of 42 2x6 EXTERIOR WALLS 2x P.T. DECKING x P.T. LEDGER- SEE PLAN P_T. JOISTS PER PLAN DECK FLASHING DETAIL Job No.. 18067 - Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering RM - 5 1/2" x 9" GLB Roof Beam b =Width = 5.5 in d = Depth = 9 in Ib = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 35 x Z x b x Z x d = 35 x x WD =Dead Load = ws+LftxFDL +LerxRDLxDFz+hWxWDL = 12+Ox13 +9.25x15x1.3+Ox12 = 192 plf WL = Live Load = LftxFLL +LetxRsL= 0x40 +9.25x25 = 231 plf W = Total Load = WD + WL = 192 + 231 = 424 plf Forces VMax MMax = e x W x Lspan = s x 424 x 9.52 ft = 4.779 albs Allowable Forces - 24F-V4 DF Sx = 6 b d2 = (6) (5.5) (9)2 = 74.25 in3 Ix =' b d3 = (1 ) (5.5) (9)3 = 334 in4 1.A = b d = (5.5) (9) = 49.5 in2 E = 1800000 psi Page: 22 of 42 CD = 1.15 21 0.1 12 ° 1 2s 0 1 21 0.1 1z o.l 0.1 Cv=NDS5.3.6=min(1.0;( Ls p an ) (d (SA b 9.)= min (1.0;US) 9 5.5 (-) (5.125) )=1.0 FCrerp =Design compression stress perpendicular to grain = 650 psi Ran = F�Pe9Pxbxlbxl2 = 650x5.5x0.125x12 = 5.3631bs FV = Design shear stress = 265 psi Vntt = Fv CDxA = (265) (1.15) x49.5 = 15.085 Ibs Fb =Design bending stress = 2400 psi Mnt! = 7 FbCDCV \12 _ (2400) (1.15) (1. 0) (1s --2) = 17.078 ft lbs Deflection SxWLX x(Lspanxl2)4 Sx231x (9.5x12)4 12 AL 384EIx (384) (1800000) (334) - 0.0705 In Allowable Live Load Deflan ection = Lsp 360 60 = 9.360 = 0.317 in OK SxWx 1 X(Lspanxl2)4 _ Sx424x-12 (9.Sx12)4 Amax = - O.129 In 384 E Ix (384) (1800000) (334) Allowable Total Deflection = LS p240 240anx12 _ 9.5x12 = 0.475 in OK Therefore use a 5 1/2" x 9" GLB for the beam. Job No.: 18067 - Rev. 2 "VDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 23 of 42 R02 - 3 112" x 12" GLB Garage Door Header b = Width - 3.5 in d = Depth = 12 in lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 35 x iz x b x iZ x d = 35 x 2 x 3.5 x 12x 12 = 10.2 lb/ft Lspan = Length of span = 16.5 ft Lft = Floor Tributary area = 0 ft Lac = Roof Tributary area = I x 2 + 1.5 = 2.5 ft h, = Wall Height = 0 ft Wo =Dead Load = ws+LtcxFoL +LatxRoLxDF3+hWxWoL = 10.2+Ox13 +2.5x15x1.41+1)x12 = 63.1 plf WL = Live Load = LfrxFLL +LatxRsL = Ox40 +2.5x25 = 62.5 plf iV = Total Load = Wo + WL = 63.1 + 62.5 = 126 plf Forces VMax = Z X W Lspan = Z (126) (16.5) = 1.0361bs MMax = a X W X Lspan = s X 126 X 16.52 ft = 4.273 •lbs Allowable Forces - 24F-V4 DF Sx = e b d2 = (6) (3.5) (12)2 = 84 in3 Ix = 12b d3 - (12) (3.5) (12)3 = 504 in A = b d = (3.5) (12) = 42 in2 E = 1800000 psi CD = 1.15 z1 °.1 lz ° 1 s.12s o 1 21 01 1z o.1 s.izs o.l Cv = NDS 5.3.6 d (1.0; Lspan b 16.5 12 3.5 FOe,p =Design compression stress perpendicular to grain = 650 psi Rau = FcPerpxbxlbxl2 = 650x3.5x0.125x12 = 3.4131bs FV - Design shear stress = 265 psi Van = Fv CDxA = (265)(1.15)x42 = 12,8001bs Fb =Design bending stress = 2400 psi Man = FbCDCv (12) _ (2400) (1. 15) (1.0) \12/ = 19.320 ft Ibs Deflection SxWL x l x Lspanxl2la Sx62.5x 1 (16.Sx12)4 AL 384E/X ) (384)(1800000)(504) - O.11S In Allowable Live Load Deflection = Lspanxlz _ 16.sx12 = 0.55 in 360 360 5XwX 1 X(Lspanx124 Sx126X12 (16.5x12)4 QMax = 0.232 In 384EIX (384)(1800000)(504) - Allowable Total Deflection = Lspanxlz - 16.sx12 = 0.825 in 240 240 Therefore use a x 12" GLB for the header. OK OK Job No.: 18067 — Rev. 2 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes S01 - Not Used S02 - Not Used S03 - Not Used SO4 -Not Used S05 - Not Used SG(5 © Not Used SOi -Not Used S08 - Not Used S09 -Not Used D v"I DVDT Engineering, Inc. Structural Engineering Date: 8/15/2018 Page: 24 of 42 Job No.. 18067 — Rev. 2 DV ZDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 25 of 42 S10 - 5 1/4" x 11 7/8" PSL Second Floor Beam lb = Bearing Length (assumed) = LS in = 0.125 ft ws = Self Weight = 19.5 lb/ft Lspa, = Length of span = 14 ft Lft = Floor Tributary area = 2 x 1.33 = 0.665 ft LRt = Roof Tributary area = z (2 + 2) + 1 = 3 ft hW=Wall Height =hu=8.1ft Wo = Dead Load = ws+LftxFoL +LRtxRDLxDF2+hwxWDL = 19.5+0.665x13 +3x15x1.3+8.1x12 = 184 plf WL = Live Load = LftxFoL +LRtxRsL= 0.665x40 +3x25 = 102 plf W = Total Load = WD + WL = 184 + 102 = 285 plf Lft = Floor Tributary area = z x (4 + 1.33) = 2.665 ft W= Total Load = ws+LftxFoL+LftxFoL = 19.5+2.665x13+2.665x40 = 161 plf P = From G.T. = z x 12 x (Z x 26 + 1) (RDL x DFz + RSL) = 2 x 12 x (Z x 26 + 1) (15 x 1.3 + 25) = 3,738 lbs P =From Beam = 2 x 4 x ((Z (12 + 2) + 1) (RDL x DFz + RSL) + hu + 1 x 1.33 x (FDL + FLJ) = Z x 4 x (((2) (12 + 2) + 1) (15 x 1.3 + 25) + 8.1 + Z x 1,33 x (13 + 40 )) = 799 lbs Forces 4.54 0.285 I 0.161 loading 14' 5.25 1.79 5.25 shear bending deflection -0.228" Allowable Forces - 2.0E Parallam from Trus Joist Tables VAllow = 12,055 lbs MA1Iow = 29,855 ft-lbs Deflection IX = 733 in4 E = 2000000 psi Allowable Total Deflection = LspanX12 _ i4xiz = 0.7 in 240 240 Therefore a 5 1/4" x 11 7/8" parallam is OK for this floor beam. OK Job No.. 18067 — Rev. 2 ZYV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. LOc.: Parcel No. 58505, Anacortes Structural Engineering Page: 26 of 42 S11 - 3 1/2" x 11 7/8" PSL Second Floor Beam !b = Bearing Length (assumed) = 1.5 in = 0.125 it ws = Self Weight = 131b/ft Lsanan = Length of span = 14 ft Lft = Floor Tributary area = 1.33 ft LRt = Roof Tributary area = 0 ft hw = Wall Height = 0 ft WD = Dead Load = ws+LttxFDL +LRtxRDLxDFi +hwxWDL = 13+1.33x13 +Ox15x1.05 +Ox12 = 30.3 plf WL = Live Load = LfcxFLL +LRrxRsL = 1.33x40 +Ox25 = 53.2 plf W = Total Load = WD + WL = 30.3 + 53.2 = 83.5 plf P = From Beam = z x 4 x (z x 14 x (FDL + FLL)) = z x 4 x 0x 14 x (13 + 40 )) = 742 lbs Forces loading shear 0.742 0.085 14' 1.15 0.786 bending -0.786 deflection 3.583.63 -0.128" Allowable Forces - 2.0E Parallam from Trus Joist Tables VAllow = 8,035 lbs OK MAuow = 19,900 ft4bs OK Deflection IX = 488 Ri E = 2000000 psi Allowable Total Deflection = LSpanxlz = 14x1z = 0.7 in ®K 240 240 Therefore a 3 1/2" x 117/8" parallam is OK for this floor beam. Job No.. 18067 — Rev. 2 DV"l Date: 8/15/2018 Title. Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 27 of 42 S12 - 3 -tlL x 11 7/8" PSL Second Floor Beam 16 =Bearing Length (assumed) = 1.5 in = 0.125 ft Ns = Self Weight = 13 lb/ft LSpan = Length of span = 14 ft Lit = Floor Tributary area = z (2 + 1.33) =1.665 ft LRt = Roof Tributary area = 0 ft i, , = Wall Height = 0 ft WD =Dead Load = ws+LftxFoL +LxtxRoLxDFi +hWxWoL = 13+1.665x13 +Ox15x1.05 +Ox12 = 34.6 plf WL = Live Load = LftxFLL +LatxRsL= 1.665x40 +Ox25 = 66.6 plf W = Total Load = Wo + WL = 34.6 + 66.6 = 101 plf Forces VMax = z X W Lspan = z (101) (14) = 7071bs MMax = $ x W X Lspan = $ x 101 x 142 = 2.475 ftalbs Allowable Forces - 2.0E Parallam from Trus Joist Tables VAllow = 8,0351bs MAnow = 19,900 ft4bs Deflection IX = 488 in4 E = 2000000 psi SxWLxlZx(Lspanxl2)4 5x66.6x 1 (14x12)4 QL - O.O590 In 384EIx (384) (2000000) (488) Lspanx12 14x12 Allowable Live Load Deflection = 36o 36a = 0.467 in OK SxWx I X(Lspanxl2)4 Sx101X-' (14xl2)4 QMax= 384EIx (384) (2 000000) (488) = 0.0894 in Allowable Total Deflection = Lspanxlz = 1240z 240 0 = 0.7 in OK Therefore a 3 1/2" x 11 7/8" parallam is OK for this beam. Job No.. 18067 - Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 28 of 42 313 - 5 1/2" x 10 1/2" GILD Second Floor Beam b =Width = 5.5 in d = Depth = 10.5 in Ib = Bearing Length (assumed) = 2.75 in = 0.229 ft ws=Self Weight =35x12xbx zxd =35x12 x5.5x Z x10.5=14.O1b/ft LSpan = Length of span = 13.5 ft ,ft = Floor Tributary area = 2 x 2 =1.0 ft LRt = Roof Tributary area = z x 26 + 2.5 =15.5 ft h W = Wall Height = hu = 8.1 ft WD =Dead Load = ws+LftxFDL +LRtxRDLxDFz+hWxWDL = 14+1x13 +15.5x15x1.3+8.1x12 = 426 plf WL = Live Load = LftxFLL +LRtxRsL = 1 x40 +15.5x25 = 427.5 plf W = Total Load = WD + WL = 426 + 427.5 = 854 plf Forces VMax = i X W Lspan = i (854) (13.5) = 5.76411k5 MMax = e X W x Lspan = e X 854 X 13.52 = 19.454 ft•lbs Allowable Forces - 24F-V4 DF Sx = 6 b dz = (e) (5.5) (10.5)2 = 101 in3 Ix = 12 b d3 = (12) (5.5) (10.5)3 = 531 in4 A = b d = (5.5) (10.5) = 57.75 in2 E = 1800000 psi CD = 1.15 21 0.l 12 01 s.125 °1 21 °1 12 °1 5.12s 01 Cv = NDS 5.3.6 Lspan d b 13.5 10.5 5.5 FCPerp =Design compression stress perpendicular to grain = 650 psi RAII = Fcaerpxbxlbxl2 = 650x5.5x0.229x12 = 9.8241bs FV = Design shear stress = 265 psi Vau = Fv CDxA = (265) (1.15) x57.75 = 17,5991bs Fb =Design bending stress = 2400 psi Mau = FbCDCv (1z) (1.15) (1. 0) ( i12 = 23.244 ft•lbs Deflection AL SxWLX 1 x(Lspanxl2)4 Sx427.5X 1 (13.Sx12)4 384EIx (384)(ls00000)(s31) - 0.334 in Al2 llowable Live Load Deflection = Lsp 60 = 13.s 360 3= 0.45 in OK sxWx1 X(Lspanxl2)4 Sx8s4xiZ (13.Sx12)4 Max = - 0.668 In 384 E Ix (384)(1800000)(531) Allowable Total Deflection = Lapanxlz = 13.5x12 = 0.675 in OK 240 240 Therefore use 5 1/2" x 10 1/2" GLB for the beam. Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title. Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 29 of 42 314 - 5 1/4" x 11 //0 PSL Second Floor Beam lb =Bearing Length (assumed) = 1.5 in = 0.125 ft vs = Self Weight = 19.5 lb/ft LsPan = Length of span = 15.5 ft LC = Length of cantilever = 2 ft Lft = Floor Tributary area = 1.33 ft LRt = Roof Tributary area = 1 x (4 + 12.5) = 8.25 ft hW = Wall Height = hu = 8.1 ft Wo =Dead Load = ws+LftxFoL +LRrxRoLxDF2+hwxWDL = 19.5+1.33X13 +8.25x15x1.3+8.1x12 = 295 plf WL = Live Load = LftxFLL +LRtxRsL = 1.33x40 +8.25x25 = 259 plf W = Total Load = Wo + WL = 295 + 259 = 554 plf P =From Beam = z x 4 x ((2 (2 + 2) + 1.5) (RoL x DF2 + RSL) + hU + z x 10 x (FDL + FLL)) =Z x4xl((1 (2+2)+1.5)(15x1.3+25)+8.1+2 x10x(13+40))=8581bs Forces 0.858 0.09 0.561 0.561 loading 15.5' 2' 1.39 4.58 shear 1.39 1.12 0.489 -3.45 bending deflection Allowable Forces - 2.0E Parallam from Trus Joist Tables 9.39 -0.246" VaiioW = 12,0551bs ox MAHOW = 299855 ft-lbs oK Deflection IX = 733 in4 E = 2000000 psi LspanX12 15.5x12 Allowable Total Deflection = zao zoo = 0.775 in OK Therefore a 5 1/4" x 11 7/8" parallam is OK for the beam withHUC612 hanger. 0.107" Job No.: 18067 — Rev. 2 DV DT Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering S15 - 5 1/4" x 11 7/8" PSL Second Floor Beam lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 19.5 lb/ft Lspan = Length of span = 12 ft Date: 8/15/2018 Page: 30 of 42 L =Floor Tributary area = 2 x 17.5 = 8.75 ft Let = Roof Tributary area = 1 (2 + 2) + 1.5 = 3.5 ft hW = Wall Height = hu = 8.1 ft Wo = Dead Load = ws+LttxFoL +LRtxRoLxDF2+h,NxWpL = 19.5+8.75x13 +3.5x15x1.3+8.1x12 = 299 plf WL = Live Load = LftxFLL +LRtxRsL= 8.75x40 +3.5x25 = 437.5 plf W = Total Load = Wo + WL = 299 + 437.5 = 736 plf Forces VMax = z x W Lspan = a (736) (12) = 4.4161bs MMax = e x W x Lspan =1 x 736 x 122 = 13.248 ftalbs Allowable Forces - 2.0E Parallam from Trus Joist Tables VAllow = 12,055 lbs MAllow = 29,855 ft-lbs Deflection IX = 733 in4 E = 2000000 psi 5xWLxT12x(Lspanxl2)4 5x437.5x 1 (12x12)4 QG 384EIx (384) (2000000) (733) - 0.1391n OK OK Allowable Live Load Deflection = Lspanxlz = 12x12 = 0.4 in OK 360 360 SxWxi2x(LSpanxl2)4 _ 5x736xA (12x12)4 QMax= 0.234in 384EIx (384) (2000000) (733) Allowable Total Deflection =LSpanx12 =lzxlz = 0.6 in OK 240 240 Therefore a 5 1/4" x 11 7/8" parallam is OK for this floor beam. Job No., 18067 - Rev. 2 "VDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 31 of 42 S16 - 6x10 #2 DF Dining Room Door Header b =Width = 5.5 in d = Depth = 9.5 in Ib = Bearing Length (assumed) = 1.5 in = 0.125 ft tivs = Self Weight = 35 x 12 x b x 12 x d = (35) (�Z) (5.5) ( Z) (9.5) = 12.7 lb/ft L,p. = Length of span = 3.5 ft Lft = Floor Tributary area = 0 ft LRt = Roof Tributary area = z x 16.5 = 8.25 ft hW = Wall Height = 0 ft W� =Dead Load = ws+LfrxFoL +LRtxRoLxDFz+hWxWDL = 12.7+Ox13 +8.25x15x1.3+Ox12 = 174 plf WL = Live Load = LftxFLL +LRrxRsL= 0x40 +8.25x25 = 206 plf W = Total Load = Wo + WL = 174 + 206 = 380 plf P= From S15=4,416lbs Forces 4.42 0.38 loading 4.36 3.5' � 3.19 2.56 bending 3.19 2.62 deflection shear 1 8 -0.015 5" -2.56 Allowable Forces - #2 DF SX = 6 b d2 = (6) (5.5) (9.5)2 = 82.7 in3 IX = 1 b d3 = 12 12 ((5.5) (9.5)3 = 393 in4 2 A = b d = (5.5) (9.5) = 52.25 in2 E = 1300000 psi CD =Duration = 1.15 CF = NDS Table 4D = 1.0 Foperp = Design compression stress perpendicular to grain = 625 psi ?An = Fcperpxbxlbxl2 = (625)(5.5)(0,125)x12 = 5,1561bs FV =Design shear stress = 170 psi VAn = Fv CvxA = (170)(1.15)(52.25) = 10.2151bs Fb =Design bending stress = 875 psi MAu = FbCoCF hz/ _ (875) (1.15) (1.0) \ 27J = 6.935 ft•lbs Deflection LS anx12 _ 3.Sx12 Allowable Total Deflection = pz4o zoo = 0.175 in Therefore use a 6x10 #2 DF for the header. OK Job No.: 18067 — Rev. 2 DV OT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 32 of 42 S17 - 5 UZ x 12 GLB Second Floor Beam b =Width = 5.S in d = Depth = 12 in lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws=Self Weight =35x12xbx12xd =35x1Z ft x5.5x 12x12=16.01b/ LsPan = Length of span = 14 ft Lf = Floor Tributary area = 2 x 1.33 = 0.665 ft Let = Roof Tributary area = 2 x 16.5 + 1 = 9.25 ft hW = Wall Height = hu = 8.1 ft WD =Dead Load = ws+LftxFDc +LatxRDLxDFl +hWxWDL = 16.0+0.665x13 +9.25x15x1.05 +8.1x12 = 268 plf WL = Live Load = LfcxFLL +LatxRsL= 0.665x40 +9.25x25 = 258 plf W = Total Load = WD + WL = 268 + 258 = 525 plf P = From Beam = Z x 4.5 x (z x 26 x (FDL + FLL)) = Z x 4.5 x (Z x 26 x (13 + 40 )) = 1,5501bs P = From R01 = Z012 lbs Forces loading 2.76 shear 1.55 2.01 0.09 14' Allowable Forces - 24F-V4 DF SX = e b dz = (6) (12)2 = 132 in3 IX = 12 (Z) A=bd=(5.5)(12)=66in2 E = 1800000 psi bending deflection -0.323" CD = 1.15 r °'1 of of of o.i of 21 12 s.12s ! Z1 12 5.125 Cv = NDS 5.3.6 =min 1.0; \Lspan ) ( d) ( b (i4) (iz) ( s.$) \ F�Pe,p =Design compression stress perpendicular to grain = 650 psi Ra!! = FcPerpxbxlvxl2 = 650x5.5x0.125x12 = 5.3631bs Fv = Design shear stress = 265 psi Vau = Fv CDxA = (26S)(1.15)x66 = 20,1141bs Fb =Design bending stress = 2400 psi Mau = FbCDCV (12) _ (2400) (1.15) (1.0) (12z) = 30.360 ft•lbs Deflection Allowable Total Deflection = Lspanxl2 = 14xiz = 0.7 in 240 240 Therefore use a 5 1/2" x 12" GLB for the beam. 13.6 OK Job No.. 18067 - Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 33 of 42 S18 - 5 1/2" x 10 1/2" GLB Second Floor Beam b =Width = 5.5 in d = Depth = 10.5 in lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 35 x z x b x 2 x d = 35 x Z x 5.5 x iz x 10.5 = 14.0 lb/ft L,p. = Length of span = 14 ft Lit = Floor Tributary area = 0 ft LRt = Roof Tributary area = z x (2 + 2) + 1.33 = 3.33 ft hW = Wall Height = hu = 8.1 ft Wo =Dead Load = ws+LjtxFoL +LRrxRoLXDF� +hwxWmL = 14+Ox13 +3.33x15x1.05 +8.1x12 = 164 plf WL = Live Load = LfrxFLL +LRtxRsL= Ox4O +3.33x25 = 83.25 plf W = Total Load = Wu + WL = 164 + 83.25 = 247 plf Forces VMax = z X W Lspan = s (247) (14) = 1.729 Ibs MMax = s x W x Lspan = s x 247 x 142 = 6.052 ft•lbs Allowable Forces - 24F-V4 DF Sx = 6 b d2 = (6) (5.5) (10.5)2 = 101 in3 Ix =12 b d3 = ( 2) (5.5) (10.5)3 = 531 in4 A = b d = (5.5) (10.5) = 57.75 in2 E = 1800000 psi CD = 1.15 21 0.1 12 0.1 s.1zs o 1 21 a.1 12 0.1 s.1zs o.1 Cv = NDS 5.3.6 LSan p 3.5 d b 14 10.5 FOerp =Design compression stress perpendicular to grain = 650 psi Ran = FaPerpxbxlbxl2 = 650x5.5x0.125x12 = 5.3631bs FV = Design shear stress = 265 psi VAn = Fv CDxA = (265)(1.15)x57.75 = 17.5991bs Fb =Design bending stress = 2400 psi Man = FbCDCv C1zJ = (2400) (1. 15) (1. 0) (112 = 23.244 ft Ibs Deflection AL SxWLx 1 x(LSpanxl2)4 Sx83.25x (14x12)4 384EIx (384)(1800000)(531) - 0.0753 In Allowable Live Load Deflection = LSp 36an0 = 1360 0z = 0.467 in OK sxwxiZx(LSpanxl2)4 Sx247xiZ (14x12)4 QMax = 384EIx (384) (1800000) (531) = 0.223 In Allowable Total Deflection = Lspanx12 = 14x12 = 0.7 in OK 240 240 Therefore use a 5 1/2" x 10 1/2" GLB for the beam. Job No.: 18067 — Rev. 2 "VDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 34 of 42 S17 - 6x1O #2 DF Second Floor Beam b =Width = 5.5 in d = Depth = 9.5 in lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws=Self Weight =35x7xbx 1 xd =35x z x5.5x12 x9.5=12.7lb/ft L,p. = Length of span = 7.5 ft Lfr = Floor Tributary area = 0 ft Lee = Roof Tributary area = z x (19 + 2) + 1.5 =12 ft hW = Wall Height = h„ = 8.1 ft Wo =Dead Load = ws+LftxFoL +1RtxRoLXDR3 +hWxWDL = 12.7+Ox13 +12x15x1.41 +8.1x12 = 364 plf WL = Live Load = LftxFLL +LRtxRSL = Ox40 +12 x25 = 300 plf W = Total Load = Wo + WL = 364 + 300 = 664 plf Forces VMax = z X W Lspan = z (664) (7.5) = 2.4901bs MMax = a X W X Lspan =1 x 664 X TS2 = 4.669 ftilbs Allowable Forces - #2 DF Sx = 6 b d2 = (6) (5.5) (9.5)2 = 82.7 in3 Ix = 1 b d3 = ( z) (5.5) (9.5)3 = 393 in4 A=bd=(5.5)(9.5)=52.25in2 E = 1300000 psi CD =Duration = 1.15 CF = NDS Table 4D = 1.0 Feperp = Design compression stress perpendicular to grain = 625 psi RAl1 = Fcperpxbxlbxl2 = 625x5.5x0.125x12 = 5,156lbs F,. =Design shear stress = 170 psi VAu=FvCnxA= (170)(1.15)x52.25=10.2151bs Fb = Design bending stress = 875 psi Mau = FbCDCF (Lx) _ (875) (1.15) (1) (12,7 $ z7) = 6.937 ft•lbs Deflection AL 5xWLxiyx(Lspanxl2)4 Sx300x 1 (7.Sx12)4 384 E Ix (384) (1300000) (393) - O.0418 m Allowable Live Load Deflection = Lspanx12 = 7.sx12 = 0.25 in OK 360 360 sxWx12x(LSpanxl2)4 Sx664x j (7.Sx12)4 QMax = - 0.0925 In 384 E (x (384) (1300000) (393) Allowable Total Deflection = Lspanxl2 = 7.sxiz = 0.375 in OK 240 240 Therefore use a 6x10 92 DF for the beam. Job No.: 18067 - Rev. 2 DV ZDT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc., Parcel No. 58505, Anacortes Structural Engineering Page: 35 of 42 MO1 - 2x10 P.T. #2 HF Deck Joists b = Width = 1.5 in d = Depth = 9.25 in lb = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 35 x lZ x b x lz x d = 35 x lZ x 1.5 x .Z x 9.25 = 3.37 lb/ft LsPM = Length of span = 7.5 ft Lfr = Floor Tributary area = 1.33 ft WD = Dead Load = LftxFDLD = 1.33x9 = 12.0 plf WL = Live Load = LfrxFLLD = 1.33x60 = 79.8 plf W = Total Load = WD + WL = 12.0 + 79.8 = 91.8 plf Forces VMax = z x W LSpa„ = a (91.8) (7.5) = 344 lbs MMax=IXWxLspQ„=s x91.8x7,52=645Mbs Allowable Forces - #2 HF Sx = 6 b d2 = (6) (1.5) (9.25)2 = 21.4 in3 Ix =1z b d3 = (Z) (1.5) (9.25)3 = 98.9 in4 A=bd=(1.5)(9.25)=13.9in2 E = 1300000 psi CD = Duration = 1.0 CF = NDS Table 4A = 1.1 Cr = Repetitive = 1.15 FcPerp = Design compression stress perpendicular to grain = 405 psi RAn = Fcperpxbxlbx12 = (405) (1.5) (0.125) x 12 = 911 lbs Fv = Design shear stress = 150 psi VAu = Fv CoxA = (150)(1.0)(13.9) = 2,085 lbs Fb = Design bending stress = 850 psi MAI1= FbCDCF C,. (12) _ (850) (1.0) (1.1) (1.15) (2iz) = 1,918 ft•lbs Deflection SxWLX 1 X(LSpa„x12)4 Sx79.8x 1 (7.SX12)4 AL 0.0442 In 384EIx (384) (1300000) (98,9) - Allowable Live Load Deflection = LSpanX12 = 7.5X12 = 0.25 in OK 360 360 sxwx 1 x(LSpanxl2)4 Sx91.8x1z (7.SX12)4 Amax = - 0.05081n 384EIx (384) (1300000) (98,9) Allowable Total Deflection = LS p240 240anx12 _ 7.5X12 = 0.375 in OK Therefore use 2x10 P.T. #2 HF deck joists @ 16" o.c. Deck Ledger Connection V =Shear = Vndaxib = (344) (16) = 2581bs/ft Zs = 200 lbs per 1/411x3 1/2" Simpson SDS screw ss = Screw Spacing = 1.33 ft ZS' = s 2 x Zs CD = 1 33 (2) (200) (1) = 301 lbs/ft s Therefore: Use (2) 1/4"0 1/2" Simpson SDS screws @ 16" o.c. Job No.. 18067 - Rev. 2 "V Di Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 36 of 42 M02 - U12 P.T. #2 HF Deck Beam b =Width = 3.5 in d = Depth = 11.25 in 16 = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 35 x 12 x b x I x d = 35 x 1 x 3.5 x lZ x 11.25 = 9057 lb/ft Lspan = Length of span = 8.5 ft Lft = Floor Tributary area = z (7.33 + 7.33) = 7.33 ft Lac = Roof Tributary area = 0 ft h,,, = Wall Height = 0 ft WD =Dead Load = ws+LfexFpLD +1acx1?DLxDF1 +hwxWDL = 9.57+7.33x9 +Ox15x1.05 +Ox12 = 75.5 plf WL = Live Load = LhxFLLD +LatxRsL= 7.33x60 +Ox25 = 440 plf W = Total Load = WD + WL = 75.5 + 440 = 515 plf Forces VMax = z x W LSpan = z (515) (8.5) = 2.1901bs MMax = s x W x L2pan = s x 515 x 8.52 ft = 4.654 •lbs Allowable Stresses - #2 HF Sx = 6 b d2 (3.5) (11.25)2 = 73.8 in3 Ix = z b d3 = (iZ) (3.5) (11.25)3 = 415 in A = b d = (3.5) (11.25) = 39.4 in2 E = 1300000 psi CD = Duration = 1.0 Cr = NDS Table 4A = 1.1 FOerp =Design compression stress perpendicular to grain = 405 psi RAII erpxbxlvxl2 = 405x3.5x0.125x12 = 2.1261bs FV = Design shear stress = 150 psi 7m = Fv CDxA = (150)(1)x39.4 = 5,9061bs Fb =Design bending stress = 850 psi $ MAII = FbCDCF \1zl - (850) (1) (1.2) ( 12) = 6.275 ft•lbs Deflection SxWLxiZx(LSpanxl2)4 5x440x 1 (8.5x12)4 QL 384EIx (384)(1300000)(415) 0.0958 in Allowable Live Load Deflection = Lsp 360 60anX= 8.360 = 0.283 in OK Sxwx1 X(Lspanxl2)4 Sx515x1Z (8.5x12)4 QMaX = 0.112 in 384 E Ix (384) (1300000) (415) - Allowable Total Deflection = Lspanx12 = 8.5x12 = 0.425 in OK 240 240 Therefore use a 4x12 P.T. #2 HF for this beam. Job No.: 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 37 of 42 M03 - 3 1/2" x 11 7/8" PSL Main Floor Beam Ib = Bearing Length (assumed) = 1.5 in = 0.125 ft ws = Self Weight = 13 lb/ft Lspan = Length of span = 8.67 ft ',ft = Floor Tributary area = z x 1.33 + 1.33 = L995 ft LRt = Roof Tributary area = 2 (16.5 + 2) = 9.25 ft hW = Wall Height = hu+hM = 8.1+9.1 = 17.2 ft WD =Dead Load = ws+L�xFDL +LRtxRDLxDFz+hWxWDL = 13+1.995x13 +9.25x15x1.3+17.2x12 = 426 plf WL = Live Load = LftxFLL +LRtxRsL= 1.995x40 +9.25x25 = 311 plf W = Total Load = WD + WL = 426 + 311 = 737 plf P = From R01+S17 = 2012+2760 = 4,772 lbs Forces loading shear 0.737 4.77 8.67' 0.09 4.82 3.71 bending 4.82 1.43 deflection -3.35 -3.71 -0.172" Allowable Forces - 2.0E Parallam from Trus Joist Tables VAnow = 8,0351bs OK MAllow = 19,900 ft4bs OK Deflection IX = 488 in4 E = 2000000 psi Allowable Total Deflection = Lspanxl2 — 8.67xi2 = 0.4335 in OK 240 240 Therefore a 3 1/2" x 11 7/8" parallam is OK for this beam. Job No.: 18067 — Rev. 2 Title: Jacobs Nelson DVDT DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacoues Structural Engineering M04 - 3 1/2" x 7 1/4" Timberstrand LSL Typical lb =Bearing Length (assumed) = 1.75 in = 0.146 ft ws = Self Weight = 7.4 lb/ft ,p. = Length of span = 5 ft Lft = Floor Tributary area = 1 X (9 + 9.75 + 17.75) = 18.25 ft LRt = Roof Tributary area = 0 It hW = Wall Height = hM = 9.1 ft Date: Page: i WD =Dead Load = ws+LftxFDL +LEtxRoLxDFl +hWxWoL = 7.4+18.25x13 +Ox15x1.05 +9.1x12 = 354 plf WL = Live Load = LftxFLL +LEtxRsL= 18.25x40 +Ox25 = 730 Of W = Total Load = Wo + WL = 354 + 730 = 1,084 plf Forces Vhtax = z X W Lspan = a (1,084) (5) = 2.7101bs MMax = e X W X L2pan = 1 X 1,084 X 52 = 3,387 ftalbs Allowable Forces - 1.3E Timberstrand from Trus Joist Tables VAllow = 6,7651bs oK MAnow = 4,550 Mbs OK FcPerp = Design compression stress perpendicular to grain = 680 psi Rnn = Allow Reaction = FcPerpx3.5x1bx12 = (680)(3.5)(0.146)x12 = 4.170 lbs Deflection Ix— 111 in E = 1,300,000 psi SXWLx1X(LSpanxl2)4 SX730X 1 (Sx12)4 QL 384EIX (384)(1300000)(111) - 0.0711 In Ls anx12 5x12 Allowable Live Load Deflection = p360 = 360 = 0.167 in OK SxWx12x(Lspanxl2)4 Sx1084xiZ (Sx12)4 Max =. 384 E IX (384)(1300000)(111) - 0.106 In Allowable Total Deflection = Lspanx12 = 5x12 = 0.25 in OK 240 240 Therefore a 3 1/2" x 7 1/4" Timberstrand LSL is OK for the beams. 8/15/2018 38 of 42 Job No.: 18067 — Rev. 2 DV"AF Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes Floor Joists L/80 Live Load Deflection DVDT Engineering, Inc. Structural Engineering Page: 39 of 42 Dead Load (il Vta stir eners ete rettirired at intermszdiat�: supports of cnniinuairs-��an joist , when the int�rr{�sdiate bearing Icn�th is tessthan 5 rr, and the span oar either side e€ ti�a intenr�ediate hearing is greater t=�;�it the fQIlFwing spaC�s: �, d0 PSF Live Load 110 PSF Dead Load 40 PSF Live Load { 2il PSF Lon$ -term deflection under load Iced, which includes the e��rl of crenp, has not been sonsid¢r� d. Brad itafisspans reflex initial dead load deflection exceeding 4?3,, c�v tc ile Tl`�ese fables 1_ Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center spacing. 4_ Scan down the column until you meet or exceed the span of your application. 5. Select T11'` joist and depth. five fad rlefiertia€€ is naf ti}g only tartar. #hat affects hory a ffoar wilt perform. Ta rr€are areirratefy predict Haar perfarmanrr: use our TI-Pro' Ratings. Therefore use: • Tables are based an: — Uniform loads, - More restrictive of simple or continuous span. — Clear distance between supports (1/4 minimum end bearing). ■ Assumed composite action with a single layer of 24" on=enter span -raters, glue -nailed floor panels for deflection only. Spans shall he reduced 6"' when floor panels are nailed only. . Spans generated from iLeveV software may exceed the spans shown in these tables because software reflects actual design conditions. ■ For loading conditions not shown, refer to software or to the load table on page 5_ 11 7/8" TJI 210 floor joists @ 16" o.c. typical unless noted. Job No.: 18067 — Rev. 2 Title: Jacobs Nelson Loc., Parcel No. 58505, Anacortes Foundation DV"f DVDT Engineering, Inc. Structural Engineering SSTBYO 55TB20 .ri .............•..--- .. •...... • •.•... •..............-- of I I I I — I I I _�I CRAWL SPACE I b MIL. N5=EEN I i I I � I I I I I I I I I I I —�I I Ic—VI L -- I IIy � 36'x36'4B• CLNC. L SSL�RJIT46�ZLF---- GHORDt 3x6 PT SILL Date: 8/15/2018 � ilii%%%�%ice%I� WNW o 55T828L W/ 6x8 n pP END CHORD � (BALLOON PRAMEJ t 3x6 PT SILL H' FOUNDATION PLAN � uu ErCa � GRADE f£allf89 Job No.. 18067 — Rev. 2 DV DT Date: 8/15/2018 Title: Jacobs Nelson DVDT Engineering, Inc. Loc.. Parcel No. 58505, Anacortes Structural Engineering Page: 41 of 42 EPDXIED 1/2" DIA. READI-ROD, 12" EMBED INTO GONG, I®" EMBED INTO POST FUSE WOOD EPDXi IN7O POST) CPS7 PLATE �3) �3 TIES 10" PLINTH WITHIN TOP 5CONC." (4) 04 VERT. W/ HOOKS W/ STD 900 HOOKS // 3 TIES (o" O.C. 3-1/2" REINS. fFCONG. SLAB MONO POUR CONC. PAD & COLUMN 4 Job No.. 18067 — Rev. 2 ZDV DT Date: 8/15/2018 Title: Jacobs Nelson Loc.. Parcel No. 58505, Anacortes Typical Bearing Point Footing P = 6500 Is b = Pad Width = 1.33 ft L = Pad Length = 3.5 ft DVDT Engineering, Inc. Structural Engineering Q = Soil Bearing Pressure = b LL (1,33) (3.$) = 1,396 psi Therefore the 16" wide footing is acceptable for loads under 6,500 lbs. Page: 42 of 42