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Permit File 5002 Macbeth Drive (2)
C '` City of Anacortes Invoice/Permit#: BLD-2016-1685 904 6th Street Applied date: 12/09/2016 P.O.Box 547 Issue date: 04/03/2017 10; Anacortes, WA 98221-0547 Expire date: 09130/2018 (360) 293-1901 Job Address: 5002 MACBETH DR Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3028 Project: APN: P59787 Remarks: Singly family residence, addition. New Addition to SFR extending dining room and garage/shop, and addition above garage/shop and additon between garage/shop and residence. Fire Sprinklers plan and permit is a deferred submittal. Owner: MARY MOBELY Contractor: NEW CREATIONS BUILDING CO. LLC Address: 5002 MACBETH DR Address: 3408 F AVE ANACORTES WA 98221-3028 ANACORTES WA 98221-4707 Phone: (360)588-0669 Phone: (360) 540-2216 License#: NEWCRCB94505 General Information: Fees: Deck Square Footage 256 Building Permit Fee 1,553.75 Building Valuation 200000 Plan Review Fee 1,009.94 Lot Area 8250 State Building Code Fee 4.50 Stove,Appliance 1 Mechanical Permit Fees 81.35 #of Ventilation Fans 3 Plumbing Permit Fee 83.00 Garage Square Footage 400 Total Calculated: 2,732.54 # Forced Air Furnace<=1,000 1 Deposits/Receipts: 0.00 #of Water Closets 1 #of Bathtubs 2 Total Due: 2,732.54 #of Clothes Dryers 1 #of Clothes Washers 1 #of Dishwashers 1 #of Range Hoods 1 , #of Lavatories 2 #of Kitchen Sinks 1 #of Hose Bibbs 1 x •1, -o r- m t• IL t4 --1 Ul 7• r.j w •�I r-•. .. •' r.. f'_Y IT. •-I- 1 I .-* •1- =-^` I I III i' r•• _; 11 0.• -P. 0 a >y rn C. _I tR J c I]•.. - Co .. I .• m a, I, - T o . -1 :a rt •L. I-= . on N IL-1 I =j m '1l r- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAVS,g)ITEI ' CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENQ:ED- i1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PR-O l It OF LAWS AND ORDI NCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:N Ff1 GRANTING OF A PE MI DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER'STr4`IrP,TF LOCAL LAW REG IN CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. .t. a --1 CC. c2,7,77/ r_, r_, it p_, r_, o r- Ct r_, n• in n SIGNATURE r OW R O AUTHORIZED AGENT ISSUED 13 --1 G�, ©� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RESIDENTIAL BUILDING PERMIT APPLICATION r "�' Mailing Address:P.O. Box 547, Anacortes, WA 98221 41111POffice Location: 904 0Street, Anacortes WA 98821 Co � Phone: (360)293-1901, Fax: (360) 293-1938 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PRsJECT ADD SS Str�e}e�t Su' a#): Parcel(s)#: ooz_ / God t-ts Subdivision/Lot : Project Valua $ 0150 A PLICANT: Phone: Fax: / etkt adress Street City State Zip): Mail r ss:A � ty p} A� f grog 1`lac' - ter , vok etgal L �K�o�✓ . -r..G.�,4.ldti., r PROPER O ER: one: Fax: S l'li 1 "5'• -0661 Addrest(Street,C. S ate,Zip): ! � E-Mail Address: z . A -3, 5� jA- 1g22,1 i L)(e y c.crst CONTACT PERS N. Phone: Fax: 3irt9-4411-4A Address(Street,Cty,St te,Zip): E-Mail Address: 5io5 /'1a LENDING tE1 Y: Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: NTRAC OR:* Phone: Fax: / /5 Cam,-�-,c & LLf ,L(.� us Ceot a.c 1-- Address(Street,City,State,Zip). J E-Mail Address: 905Mae Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the City's Business License#: Exp.Date: Finance Department at(360)299-1968. PROPOSED WORK: . l .}-64/kvi,i it6I-1 dr(. g a5 e__ ,i 0e d PROPOSED NEW SQUARE FOOTAGE: Basement SQ': Finished Basement: ail Unfinished Basement ❑ 1'Floor SQ': d Garage/Carport SQ': WV 2nd Floor SQ': 465 Deck/Covered Porch/Patio SQ': 2560 Fire Sprinkler: Yes ❑ No Q' Lot Area SQ': gZ.5i) 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 Anacort-s. Print Name: l;j,' I r, f Owner ❑ Agent ❑ (specify): Signature: a Date: 11122,1 ar .....4.dt:45Page 1 of 3 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas# Elec# Other:# BTUs:<100k >100k Location(s) _ Water Heater: Gas#_Elec# Other_# BTUs:<100k >100k_Location(s) Air Handler: Gas#_Elec#_Other: # CFM:<10k >lOk Location(s) AC/ Boiler/ , Gas#LElec#Other:_ # BTUs:44 <100k, 100k-500k,_ _500k- Heat Pump/ 1Mil HP: <3, 3-15,15-30 Location(s) (circle selected): Hydronic Heating: Gas#_Elec# In F1oorWall Radiant Boiler BTUs: _Location Exhaust Fans " Bath# 1 Kitchen#J_Laundry# l Other: (single duct): Fireplace/Insert: Gas#_Elec#_Other:_ #__Location(s) Clothes Dryer: Gas#i_Elec#_Other:_ #_ Location(s) I(i1G1 Stove/Range/Oven: Gas# Elec#_Other: # Location(s)__--�►st�ltiG Range Hood: • - # ( Location(s) k,iylirept Outdoor BBQ: Gas#_Elec#_Other: # Location(s) Other: # Location(s) Other: # Location(s) Other: # Location(s) TOTAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: _Water Closet(Toilet): Pressure Reduction Valve/Pressure Regulator: I r Sink(kitcthen,laundry,lavatory,bar,etc.): 3 - Water Service Line: Tub/Shower: Z► ` Clothes Washer: 1 Dishwasher: 1 Backflow Prevention Device: Hose Bib: _ " Hydronic Heat in: Floor 0 Wall 0 Water Heater Tankless? Yes ❑ No❑ Other: Floor Drain: Other: Refrigerator water supply(for water/ice Other: dispenser): TOTAL OUTLETS: q TOTAL OUTLETS: 7i Page 2 of 3 1 PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT CAlikes RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 �� �' Office Location: 904 6th Street,Anacortes WA 98821 <co4 Phone: (360)293-1901, Fax: (360)293-1938 PROJECT ADDRESS: 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: IVf eD 0,. p m 0 DO O SUBMITTAL REQUIREMENTS: o o h The number indicates the number of ; �g n °rc' �d O cD 10" copies for submittal(if applicable). o o `c Residential Building Permit Application 1 1 1 1 1 18" X 24" Site Plan(Surveyed) 2 2 0 2 2 18" X 24" Construction Drawings 2 2 2 2 2 Reduced Site Plan(11"X 17") 2 2 0 1 1 Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Drawings and Calculations 2 2 2 2 2 Energy Code Compliance(shown on plans) Drainage Plan/Small Parcel Stormwater 2 2 2 Plan Landscape Plan(18" X 24") 2 2 2 Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 Washington State Contractors License Contractor's City of Anacortes Business License Plan Review Deposit(due upon submittal) i. Handouts and Standard Details may be 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 Anacortes Planning&Community Development Dept. Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 9°°¢4 Don Measamer, Building Official,Planning Director FAX(360)293-1938 December 20, 2016 Jonathan Richards 5105 Sterling Drive Anacortes, WA 98221 RE: Plan Review notes for the proposed addition at 5002 Macbeth Drive Please address the following items so I can complete the plan review. t.Y Plans unclear on note, on Foundation Plans, which states "refer to engineering for footing manipulation;"please clarify this on the plans. Need deck ledger detail for deck connections to house and beam. What is happening with the stormwater off of the new additions? Is it tying into the existing? 40 Please list the lot coverage by building and the percentage thereof,so that I can make sure that it complies with the Zoning Code. v� Please list the old square footage of living area, new square footage of living area, and total square footage of living area, including the garage. This information is required to calculate fire area and • determine whether it requires sprinklers or other such items required by the Fire Code. (We do not require impervious areas, due to this house not being within 250' of the High Water Mark.) `6. Please indicate all existing bearing walls as well as new. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 're) ff0 LL, MAR 2 9 2017 0 OfTY OF ANACORTES Z.LA u a, \)( 1_0 spoa, ANACORTES PUBLIC WORKS DEPARTMENT off " °� Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 r1r W E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: March 27,2017 To: Paul Ingalls, Plans Examiner From:Steven Lange Subject:Site Plan Review#3 for 5002 MacBeth cc: Eric Shjarback, Jim Baldwin The submitted site plan for 5002 McBeth was reviewed by the Public Works Engineering Department on March 13, 2017 • 12-31-16: Submittal to Public Works Engineering • 01-27-17: Public Works review back to Building Department. Site plan incomplete and no SPSWP in the file to review. • 02-28-17: Submittal to Public Works Engineering • 03-13-17: Public Works review and memo back to Building Department • 03-27-17: Submittal to Public Works Engineering • 03-27-17: Public Works review and memo back to Building Department The following comments are provided: • Same notes from Review#2 apply. • Small Parcel Storm Water Plan submitted is incomplete. Not all items are addressed. I provided a response to each item that can be used by the applicant if they choose to do so just to get this project out the door. See attached. • A revised Site Plan was not submitted with this review. Emailed the applicant for an updated site plan. • Use the checklist provided in the SPSWP to ensure all necessary items are shown on the site plan. I am providing this document again. • Width of the driveway at the street for residential access is 20-feet maximum width (See current Engineering Development Standards, Chapter 3—Streets, Section STR-28). Attached for the applicants convenience. 4°1 i • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services q p.w. APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: Scpc.2 AcA3crvt Owner: (Name, Address and Phone) Site Address: Parcel ID Number: 61 16-7 Sec. '2"l Twn Y.) RngO( Prepared By: (Name, Firm, Address, Phone) The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application. This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. n f Draw the plan to a standard Engineering Scale [1"=10', 1"=20" etc.] • Include the owners name, the parcel ID number, site address, and north arrow. C Show the lot dimensions, and the adjoining street names. C Show the location of the existing curb, gutter and sidewalk and the proposed driveway. E Show the location of the required rock construction entrance. C Show all easements, and critical areas such as streams, wetlands and steep slopes. ❑ Show the location, dimensions, and distance to property line of all existing and proposed structures, including drain fields, septic tanks and wells. n Show the corner elevations of the site,the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. ❑ Show the proposed soil stockpile area. 111 Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion swales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures. rl Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features. rl Show the connection to the sanitary sewer and the water service connection. [] Show the distance from the front of the building to the nearest fire hydrant. Single Family and Duplex Public Works Submittal Requirements APPENDIX B -SINGLE FAMILY AND DUPLEXES JULY 2011 1. SPSP No. I --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. '71-V is i�€zaT. uSc 4"P (6„ IST._)A BLS i 1--) ��1-��1Z�c11o1.i E#+tiZwr+C c Pee- (PsISIC) T De7111. 1... S �` �• Iv-oZ, FD2 Mo,x 1 c��m f\vC b. A gravel construction road shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the satisfaction of the official. USE d Co" 0,..1P+21E-Lt S -k.s tt a 11m.Parca4.y tifirALK.E u-V-.DoT D A. t-cao tc-oZ./ rI21 mo-x‘ vwt ,So(LP -O M O 'l2Cl-\ovAL- P1Zor`^ 'ter PS- c, If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior ' to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. I F Nesc..El-hl (, A- Lc_ $z i r He f:ms,1 t Lod REV-- lr,Soc,r- �\- �vo- , d_ The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. 15 bro 3Z- W.o- c 2.aa ctLs-i �PP�4��� tY 5.t2t5 -tc, .,f 4Jnz✓ . e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. try rna=- �- is Utz,�eke 11�to •1 r 5ci2-ttA T,Z9 Of l m rev�-P rf} '(, 114 CSC or f' a i - alert►J 1 N Ae < F- SSE c'rz -& t 1-N w►LL. #�- Z6LLCL s •ks, T 5 'BM 43 E m_jp 'e-R z- :icekk-y . Single Family and Duplex Public Works Submittal Requirements • APPENDIX B— SINGLE FAMILY AND DUPLEXES JULY 2011 2. SPSP No. 2 --Stabilization of Denuded Areas.All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. Dsam-u vn-4 tTlrri�n2wmE k� c op 44 c_karaS A Sftrr !-C' C� ���t i 1►�ST3�1�67 Alo}J(� .11�c Sic 3. SPSP No. 3 -- Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. ► t_ sty._ -RAA,1 'a, o 51t F4-C c t.k 4lL P J l�ST1aLt.R '`N N it 5oL n4 A W c�T st caz_S , a. Surrounding properties shall be protected from storm water runoff from the development. This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines • shall be contained in private drainage easements with appropriate statements placed on approving documents. 1 A4 i• A5:::/i r'c- W l'U` fit`- 6Tai- $`t 1--)C use_ Oin- 5 t t`T )-aLt Trk.S. NzST S►Dt oE' 4.c Ti,S IS '-R4e- E��a't�1 1 s� ����. 9,E L7SEN c 'ems nt-") czfbz(4, b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines ancdlor construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. 1�fl crf�c LN‘u., A eocl: At- i o�T�v�s 'Tlt_N'T L11stC) ""ho ) 4 `i-1 ?-il`s- Pi C% I�P,T 'RD -W. 6-Lr "tom 'i AS'-io tb rnac c- wss )NF-tl- TE. ara A• L1' 2�2r� 1 �tn�e�aZ�Q�ti Single Family and Duplex Public Works Submittal Requirements I I APPENDIX B— SINGLE FAMILY AND DUPLEXES JULY 2011 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. e vc pF tS • d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. vt{ '4�CfV Sire m , SD;kv s2 .l e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. �,` L. .LL. 1$ 5 . .S\L.T lvcE o1J f E t 1 �r /'NOS FEU}�pAfz t ES 4. SPSP No. 4-- Maintenance.All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. 1 AlEF> c --i. ice¢ LSI wUti 5. SPSP No. 5--Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. Lci b}�i 1 rn P�.' TP TIC t-h DL7t�u1�i �3MpS 6. SPSP No. 6 -- Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) \ L.L. `-t) sur P&L ca_ \ _ ear \ 2.-G „2..e Single Family and Duplex Public Works Submittal Requirements aREVISED l6/7//7 STRUCTURAL CALCULATIONS FOR Mobley Residence-Wall 5002 McBeth Drive d .` Anacortes, WA 98221 N ca � q ga ~ z Ndo ° 2015IBC IrzQ� U > _ O O J r d a Q Li J a ► a ' z m >� z o 06 O(� O 05/09/2017 o 0 17-043 _ ZQ ® Ja JUN07NH z � L U Z •• A 'm LL m PREPARED BY: CITY OF ANACORTES o w >O , z James T.Schemmer,P.E. a o a m u jt.schemmer�&scgeng.cmn o- < -I =t; 360.708.4386 \ itdicilli , 0 I s, 4,,tsr�PSTE�`9 w c SCHEMMER CONSULTING'CROUP PLC �_ ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING 4: N 0 RESIDENTIAL HOME DESIGN 5-Li f CONSULTING GROUP PLLC•301 30"STREET,SUITE C,ANACORTES.wa 9G221 •13601 293-9CC6 i -m3 , ,/z, »g. .�\` g\}R m. e Vik �/ywa «# REBAR @ ]y 0..- j1.*,, j1 HORIZ. &VERT. y - i 2 { } ® 9' A• - | 7Wm - 1 6Li, /Ja 46i fa . 7 FILTER ERF&BmC 4( ii-P &DRAIN ROCK + a� , / &__i 'P- ° ie +SLAB-, ' [ O i5 1 1,P 9 �° (ORFLOOR .a FRAMING) 7t S w3, 'l . wd,x . , •• • ;G ' N. ). w A ]y 0:— ` , ° : \ ]+ \ a ƒ CONy (Yg��"- ` ^+0 PERF 2 3? ƒ DRAIN LINE \ 6 11 '-6" CANT. RET. WALL 6' UNBALANCED BACKFILL %' = f- or, S 20 / MC _ gr o ^ Aga Y. 11, 5 t GUI , Aix tiz / OD 4- /2 2 t % -- /82 4171 1/2 • = 25 12 -E 2c �/ WA,.. : 20 ( 2 + pc) r Aid, = 40 (IX ) :114en. .). A/ 4 = z/2O dthe 9 1 : o f at) 3 . 23 f • SiEm g`' d ma ' ` /4 E/C it a ///2 44A © a • O C�luc . tIOAli, eD IL-5 FT . w/ tis (gakt c 2 `r 0 a ( , `\/ m, l kb o S -' r a) GuG, Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 MAY 2017, 3.11AM File=c:\UsersladminlDOCUME--1lENERCAA1117-043--1.EC6 Walt Footing ENERCALC,INC.1983.2017,Build:6.17.3.17,Ver:6.17.3.17 Lic# KW-0000.9216 _ •Licensee SCHEIVfNMERC_ONSULTING OR OUP PLLC Description : 11.5 FT Wall Footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values f c: Concrete 28 day strength -- 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield -- 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is belowft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width . Min.Sliding Safety Factor = 0.890: 1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 3.0 ft Footing Thickness = 14.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size -- # 5 from center of footing = 0 in < z x°.-- ._ - .- x 1'-s" 3!0" Wil:._ ' " ‘F.: Y' Z #5 bars::@':12 to o.c. Applied Loads D Lr L S W E W P : Column Load -• 1.112 0.060 0.40 0.0750 k OB : Overburden = ksf V-x = 0.540 k M-zz = k-ft Vx applied = 3.830 in above top of footing i Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Oescr: 360.293.9006 jt,schemmer@scgeng,com Title Block Line 6 Printed:10 MAY 2017,3:11AM Wall Footing File=c:tUserskadminlDOCUME-1lENERCA-1117-043-1.EC6 ENERCALC,INC,1983.2017,Build:6.17317 Ver:6.17.3.17 tgic�; 'lk4yll"-O6f i jm A LfzeTifFELSOIOMMERMONSULTiN G ORMMBEILSI Description. 11.5 FT Wall Footing DESIGN SUMMARY [ Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS 3.028 Overturning-Z-Z 0,8024 k-ft 2.429 k-ft +D+H PASS 0,8997 Sliding-XX 0,540 k 0,4859 k +D+H PASS n/a Uplift 0.0 k 0,0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8006 Soil Bearing 1.201 ksf 1.50 ksf +D+L+Hil PASS 0.06875 Z Flexure(+X) 1,026 k-ft 14.921 k-ft +1,20D+1.60L+0,505+1 PASS 0.005898 Z Flexure(-X) 0.0880 k-ft 14.921 k-ft +0.90D+E+0.90H PASS 0,01933 1-way Shear(+X) 1.588 psi 82.158 psi +1.20D+1.60L+0,505+1 PASS 0.01933 1-way Shear(-X) 1.588 psi 82.158 psi +1,20D+1.60L+0.505+1 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination,.. Gross Allowable Xecc -X +X Ratio 1.50 ksf 5,945 in 0.01207 ksf 1.068 ksf 0,712 D+L+H 1.50 ksf 4,768 in 0.1454 ksf 1.201 ksf 0.801 ,+04-Lr+1-1 1.50 ksf 5,733 In 0.03207 ksf 1,088 ksf 0.725 ,+D+S+H 1.50 ksf 5.682 in 0.03707 ksf 1.093 ksf 0.728 ,+D+0,750Lr+0.750L+H 1.50 ksf 4,901 in 0,1271 ksf 1.183 ksf 0,788 ,+D+0.750L+0,750S+H 1.50 ksf 4.873 in 0.1308 ksf 1.186 ksf 0.791 +D+0,60W+H 1.50 ksf 5,945 in 0,01207 ksf 1.068 ksf 0,712 ,+0+0.70E+H 1.50 ksf 5.945 in 0.01207 ksf 1,068 ksf 0.712 ,+D+0.750Lr+0.750L+0.450W+H 1,50 ksf 4.901 in 0.1271 ksf 1.183 ksf 0.788 ,+D+0.750L+0.750S+0,450W+H 1,50 ksf 4.873 in 0,1308 ksf 1.186 ksf 0.791 ,+13+0.750L+0,750S+0.5250E+H 1.50 ksf 4.873 in 0.1308 ksf 1,186 ksf 0.791 ,+0.60D+0,60W+0,60H 1.50 ksf 5,945 in 0.007239 ksf 0,6406 ksf 0.427 +0,600+0.70E+0,60H 1.50 ksf 5.945 in 0,007239 ksf 0.6406 ksf 0.427 _ Overturning Stability Units:k-ft Rotation Axis& Load Combination,.. Overturning Moment Resisting Moment Stability Ratio Status +D*H 0.6024 k-ft 2.429 k-ft 3.028 OK +D+L+H 0,8024 k-ft 3.029 k-ft 3.775 OK ,+D+Lr+H 0.8024 k-ft 2.519 k-ft 3.140 OK ,+D+S+H 0.8024 k-ft 2.542 k-ft 3.168 0K ,+D+0.750Lr+0.750L+H 0.8024 k-ft 2.947 k-ft 3.673 OK ,+D+0.750L+0.750S+H 0.8024 k-ft 2.964 k-ft 3,694 OK ,+D+0.60W+H 0.8024 k-ft 2.429 k-ft 3.028 OK ,+D+0.70E+H 0.8024 k-ft 2.429 k-ft 3,028 0K ,+D+0,750Lr+0.750L+0,450W+H 0.8024 k-ft 2.947 k-ft 3,673 OK ,+D+0,750L+0.750S+0.450W+H 0.8024 k-ft 2.964 k-ft 3.694 OK ,+D+0.750L+0.7505+0.5250E+H 0.8024 k-ft 2.964 k-ft 3.694 OK ,+0.60D+0.60W+0.60H 0.4814 k-ft 1.458 k-ft 3.028 OK +0,601D+0.70E+0.50H 0,4814 k-ft 1.458 k-ft 3.028 OK Sliding Stability Force Application Axis Load Combination.,. Aiding Force Resisting Force Sliding SafetyRatio Status •+D+H 0.540 k 0.4859 k 0,8997 OK +D+L+H 0.540 k 0.6059 k 1.122 OK +D+Lr+H 0.540 k 0.5039 k 0,9331 OK .+D+S+H 0.540 k 0,5084 k 0.9414 OK ,+D+0.750Lr+0.750L+H 0.540 k 0.5894 k 1.091 OK ,+0+0.7501+0.7508+H 0.540 k 0.5927 k 1.098 OK ,+13+0.60W+H 0,540 k 0.4859 k 0.8997 OK ,+D+0.70E+H 0.540 k 0.4859 k 0.8997 OK ,+D+0.750Lr+0.750L+0.450W+H 0.540 k 0.5894 k 1.091 OK ,+D+0.750L+0,750S+0.450W+H 0.540 k 0.5927 k 1,098 OK +D+0.750L+0.7505+0.5250E+H 0.540 k 0.5927 k 1.098 OK 1 Schemmer Consulting Group PLLG Project Title: Mobley Wall 3014 Commercial Ave„Suite C Engineer: James T,Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:10 MAY2017,3:11AM Wall Footing File=c.lUsers1admin\DOCUME-11ENERCA-1117-043-1.EC6 . ENERCALC,INC.1983-2017,Build:6.17 317 Ver:6.17.3.17 Lic.#:iCVI 6O 9 ;6" ''_4 x' ertseeMS EMMER CONsuLTINGIGRIMPNix Description: 11.5 FT Wall Footing Sliding Stability - Force Application Axis Load Combination.,. Sliding Force Resisting Force Sliding SafetyRatio Status ,+0,60D+0.60W+0.60H 0.3240 k 0.2915 k 0.8997 OK +0,60D+0.70E+0.60H 0.3240 k 0,2915 k 0.8997 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in"2 in^2 in^2 k-ft Status ,+1,40D+1.60H 0,08743 -X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,-r-1.40D+1,60H 0,9486 +X Bottom 0.3024 Min Temp% 0.31 14.921 0K ,+1.20D+0.50Lr+1,60L+1.60H 0.1615 -X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+1,20D+0.50Lr+1.60L+1.60H 1.024 +X Bottom 0.3024 Min Temp% 0.31 14.921 0K ,+1.20D+1,60L+0,50S+1.60H 0,1632 -X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+1.20D+1,60L+0.505+1.60H 1.026 +X Bottom 0.3024 Min Temp% 0.31 14,921 0K ,+1.20D+1.60Lr+0,50L+1,60H 0.08194 -X Bottom 0.3024 Min Temp% 0.31 14.921 0K ,+1.20D+1.60Lr+0,50L+1.60H 0.9429 +X Bottom 0.3024 Min Temp% 0,31 14,921 OK ,+1.20D+1.60Lr+0.50W+1.60H 0.047 -X Bottom 0.3024 Min Temp% 0.31 14,921 OK ,+120D+1.60Lr+0,50W+1,60H 0,9045 +X Bottom 0.3024 Min Temp% 0,31 14.921 OK ,+1,20D+0,50L+1.60S+1.60H 0,08667 -X Bottom 0.3024 Min Temp% 0,31 14,921 OK ,+1.20D+0.50L+1,60S+1,60H 0.9478 +X Bottom 0,3024 Min Temp% 0.31 14,921 OK ,+1.20D+1.605+0,50W+1,60H 0,05086 -X Bottom 0.3024 Min Temp% 0,31 14.921 OK ,+1.20D+1.60S+0,50W+1,60H 0.9089 +X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+1.20D+0.50Lr+0.50L+W+1.60H 0.06975 -X Bottom 0.3024 Min Temp% 0.31 14,921 OK ,+1.20D+0.50Lr+0,50L+W+1,60H 0,9297 +X Bottom 0.3024 Min Temp% 0.31 14,921 OK ,+1.20D+0.50L+0.50S+W+1.60H 0.07108 -X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+120D+0.50L+0,50S+W+1.60H 0.9312 +X Bottom 0.3024 Min Temp% 0.31 14.921 0K ,+1,20D+0.50L+0,70S+E+1.60H 0,07383 -X Bottom 0.3024 Min Temp% 0.31 14,921 OK ,+1.20D+0.50L+0.70S+E+1.60H 0.9341 +X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+0.90D+W+0,90H 0,088 -X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+0.90D+W+0.90H 0.5733 +X Bottom 0.3024 Min Temp% 0.31 14.921 OK ,+0.90D+E+0.90H 0,088 -X Bottom 0.3024 Min Temp% 0.31 14,921 OK +0,90D+E+0,90H 0.5733 +X Bottom 0,3024 Min Temp% 0.31 14.921 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.374 psi 1.374 psi 1.374 psi 82.158 Ps 0.01673 OK +1.20D+0.50Lr+1.60L+1.60H 1,584 psi 1.584 psi 1.584 psi 82.158 ps 0.01928 OK +1.20D+1.60L+0.505+1.60H 1.588 psi 1,588 Psi 1.588 psi 82,158 ps 0,01933 OK +1.20D+1.60Lr+0.50L+1.60H 1.357 psi 1,357 psi 1,357 psi 82.158 ps 0,01652 OK +1.20D+1.60Lr+0.50W+1,60H 1,236 psi 1.236 psi 1.236 psi 82.158 ps 0.01504 OK +1,20D+0.50L+1.605+1.60H 1.372 psi 1,372 psi 1,372 psi 82,158 ps 0.0167 OK +1.200+1,60S+0.50W+1.60H 1.251 psi 1.251 psi 1.251 psi 82.158 ps 0.01522 0K +1.20D+0.50Lr+0.50L+W+1,60H 1.317 psi 1.317 psi 1.317 psi 82.158 ps 0.01603 0K +1.20D+0,50L+0.50S+W+1.60H 1,322 Psi 1.322 Psi 1,322 psi 82,158 psi 0,01609 OK +1.20D+0.50L+0.70S+E+1,60H 1,331 psi 1.331 psi 1.331 Psi 82.158 psi 0.0162 OK +0,90D+W+0.90H 0.8834 psi 0.8834 psi 0.8834 psi 82.158 psi 0,01075 OK +0.90D+E+0.90H 0.8834 psi 0.8834 psi 0.8834 Psi 82.158 psi 0.01075 01< Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave., Suite C Engineer: James T.Schemmer, P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 MAY2017, 3:17AM Concrete Slender Wall File=c:lUsersladmin\DOCUME-11ENERCA-1117-043-1.EC6 r ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3,17 1st:; ,KW:0600921•: . _: _ _. _ . . uter see scam u1 7R CONS;ULTINC G-OUP PLLC` Description : wall-11.5 ft Code References Calculations per ACI 318-13 Sec 14,8, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy: Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,122.0 ksi Rebar"d"distance in Minimum Vertical Steel% - 0.0020 2k, : Lt Wt Conc Factor = 1.0 Lower Level Rebar. . . Using Stiff. Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 273.861 psi Bar Size ## 5 Max%of p balanced = 0.01355 Bar Spacing 12.0 in Max Pu/Ag=fc* = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 11.50 ft B B Parapet height = 0.0 ft Wall Support Condition Top Pinned, Bottom F RoorAttachment A Floor Attachment Vertical Loads Vertical Uniform Loads. . . (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0.0 in 0.3240 0.0 0.540 0.0750 0.1360Iclft Concentric Load 0.0 0.0 0.0 0.0 0.0k/ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 0.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf D Lr L E W Height (Applied to full"STRIP Width") Point Lateral Load 0.330 0.0 0.0 0.0 0.0 k 4.330 ft (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.0 0.0 0.0 0.0 0.1990 klft 13.0 6.0 kift I Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:10 MAY 2017,3:17AM File=c:lUsersladminfD0CUME-1\ENERCA-1117-043-1.EC6 Concrete Slender Wall ENERCAIC,INC,1983-2017,Bulld:6.17.3.17,Ver:6.17.3.17 t L-ic:#:KW-06009216 Leellrsee t-SL,RFru1KmKk oN_11L_ZINGSGRO .^‘ =r.- Description: wall-11.5 ft DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values.., Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4272 +1.20D+0,50L+0.50S+W+1.60H Max Mu -2.203 k-ft Phi*Mn 5.156 k-ft PASS Service Deflection Check Actual Defl,Ratio Li 8,652 Allowable Defl,Ratio 150 W Only Max.Deflection 0.01595 in PASS Axial Load Check Max Pu l Ag 21.618 psi Max.Allow.Deft 0.920 In +1.20D+0.50L+0.50S+W+1.60H Location 0.1917 ft 0,06*flc 180.0 psI PASS Reinforcing Limit Check Controlling Aslbd 0.006458 Aslbd= 0.0 rho bal 0.01355 Maximum Reactions.., for Load Combination,,.. Top Horizontal W Only 0.7168 k Base Horizontal +D+0.60W+H 0.4952 k Vertical Reaction +D+L+H 1.968 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 In. Axial Load I Moment Values 0.6* Load Combination Pu 0.061c*b*t . Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft inA2 +1.400+1,60H at 0.00 to 0.38 0.000 17.280 2.92 1.01 0.90 5.16 0.310 0.0065 0.0135 +1.20D40.50Lr+1,60L+1.60H at 0,00 to 0.38 0.000 17.280 2.92 0.87 0.90 5.16 0.310 0.0065 0.0135 +1.200+1,60L+0.505+1.60H at 0.00 to 0.38 0.000 17,280 2.92 0.87 0.90 5,16 0.310 0,0065 0.0135 +1.200+1.60Lr+0.501..+1.601-L at 0.00 to 0.38 0.000 17.280 2.92 0.87 0.90 5.16 0.310 0.0065 0.0135 +1.20D+1.66Lr+0.50W+1,60H at 0.00 to 0.38 0.000 17.280 2.92 1.54 0.90 5.16 0.310 0.0065 0.0135 +1,200+0.50L+1.60S+1,60H at 0.00 to 0.38 0.000 17,280 2.92 0.87 0,90 5.16 0.310 0.0065 0.0135 +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.38 0.000 17,280 2.92 1.54 0,90 5.16 0.310 0.0065 0.0135 +1,20D+0,501.r+0.50L+W+1.60H at 0.00 to 0. 0.000 17.280 2.92 220 0.90 5,16 0.310 0,0065 0.0135 +1.20D+0.50L+0.505+W+1.60H at 0,00 to 0,3 0.000 17.280 2.92 2.20 0.90 5,16 0.310 0,0065 0.0135 +1200+0,50L+0.70S+E+1.60H at 0.00 to 0.3 0.000 17.280 2.92 1.28 0.90 5.16 0.310 0.0065 0,0135 +0.90D+W+0.90H at 0.00 to 0.38 0.000 17.280 2.92 1.99 0,90 5.16 0.310 0.0065 0,0135 +0.90D+E+0.90H at 0.00 to 0.38 0.000 17.280 2,92 1.06 0.90 5.16 0.310 0.0065 0.0135 Design Maximum Combinations•Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values I Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective I Deflection Defl.Ratio k k-ft k-ft � inA4 InA4 inA4 In +0+11 at 5.75 to 6,13 0,876 2.92 0.34 512.00 . 3321 384.000 0.005 26,596.6 +D+L+H at 5.75 to 6.13 1.416 2.92 0.34 512.00 33.94 384.000 0.005 26,586.3 +D+Lr+H at 5.75 to 6.13 0.876 2.92 0.34 512,00 33.21 384.000 0,005 26,596.6 +D+S+H at 5.75 to 6.13 0.951 2.92 0.34 512.00 33.31 384.000 0.005 26,595.2 +D+0.750Lr+0.750L+H at 5.75 to 6.13 1.281 2.92 0.34 512.00 33.76 384.000 0.005 26,588.9 +D+0.750L+0,750S+H at 5.75 to 6,13 1,337 2.92 0.34 512,00 33.84 384.000 0.005 26,587.8 +D+0.60W+H at 6.52 to 6.90 0.884 2.92 0.98 512.00 33.22 384.000 0.015 9,495.0 +D+0.70E+H at 6.13 to 6.52 0.839 2.92 0.47 512.00 33.16 384.000 0.008 18,351.1 +D+0,750Lr+0,750L+0.450W+H at 6,52 to 6.9 1.269 2,92 0.81 512.00 33.75 384.000 0.012 11,346.3 +D+0.750L+0.750S+0.450W+H at 6.52 to 6.90 1.325 2.92 0.81 512.00 33.83 384.000 0.012 11,345.8 +D+0.750L+0,750S+0.5250E+H at 5,75 to 6,1 1.337 2.92 0.45 512.00 33,84 384.000 0.007 19,888.6 +0.60D+0.60W+0.60H at 6.52 to 6.90 0.563 2.92 0.86 512.00 32.78 384.000 0,013 11,024.7 +0,60D+0.70E+0.60H at 6,13 to 6.52 0.504 2.92 0.35 512.00 32.71 384.000 0.005 25,271.1 D Only at 5.75 to 6.13 0.876 2.92 0.34 512.00 33.21 384.000 0.005 26,596.6 0.000 0.00 0,00 0,00 0,00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:16 MAY 2017,3:17AM Concrete Slender Wall File=c:\Users\admin\DOCUME-11ENERCA-1117-043•-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6,17.3.17 ,t,i&#, f FC*06009:216 Lrceinsee r SCH- titCO :ULTiNG Gi 0`UP PLLC i Description: wall-11.5 ft • Design Maximum Combinations- Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness I Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft ' in^4 In"4 in"4 • In 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 6.90 to 7.28 0.136 2.92 1.22 512.00 32.19 384.000 0.016 8,651.9 E Only at 6.52 to 6.90 0.000 2.92 0.23 512.00 32.01 384.000 0.003 40,493.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions -Vertical & Horizontal Results reported for"Strip Width" =12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.3 Ic 0.06 k 1.428 k +D+L+H 0.3 k 0.06 k 1.968 k +D+Lr+H 0.3 Ic 0.06 k 1.428 k +D+S+H 0.3 k 0.06 k 1.503 Ic +D+0.750Lr+0.750L+H 0.3 k 0.06 k 1.833 k +D+0.750L+0.750S+H 0.3 k 0.06 k 1.889 k +D+0.60W+H 0.5 k 0.49 k 1.510 k +D+0.70E+H 0.4 k 0.14 k 1.428 k +D+0,750Lr+0.750L+0.450W+H 0.4 k 0.38 k 1.894 k +D+0.750L-I-0.750S+0.450W+H 0.4 Ic 0.38 k 1.950 k +D+0.750L+0.750S+0.5250E+H 0.4 k 0.12 Ic 1.889 k +0.60D+0.60W+0.60H 0.4 k 0.47 is 0.938 k +0.60D+0.70E+0.60H 0.3 k 0.11 k 0.857 k D Only 0.3 k 0.06 k 1.428 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.540 Ic S Only 0.0 k 0.00 k 0.075 k W Only 0.4 k 0.72 k 0.136 k E Only 0.2 k 0.11 k 0.000 k H Only 0.0 k 0.00 k 0.000 k i 1 i Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 17-043 Anacortes,WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:10 MAY 2017, 3:21AM Rebar Development File=c:lUsers\admin\DOCUME-11ENERCA--1117-043-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 rc..# kW-06009216i ... Licensee:: _CH = ",:CONSUL ING G .0 .R PLL Description: Hook Bar ID 1 : Bar Size # 5 Rebar Area 0.31 in"2 fc 3.0 ksi Fy 60.0 ksi ACI 318-05 Straight Development Reinf. Location Factor yi t 1.3 Tension Development.. Coating Factor W e 1 Basic Before Adjustments 27.4 in Lightweight Factor 2+, 1 Final after adjustments 35.6 in As req'd/As actual 1.00 Compression Development... Confinement Satisfied? Yes Bar Clearance Satisfied? Yes Basic Before Adjustments 10.3 in Hooked Development.... Final after adjustments 10.3 in Factor for Cover&Confinement 1 As req'd/As actual 1.00 Basic Before Adjustments 13.7 in Epoxy Coated? No Final after adjustment 13.7 in Lightweight Concrete? No Splice Lengths.... -- - Class A Splice 35.6 in Class B Splice 46.3 in Compression Splice 18.8 in 8.in Conc w/#4 @ 12.in o/c 'V. 1,-0" ' 4'-0" —Oa �—3„ 3,-0" 3" • /011 Sliding Restraint 7----- #4@?4f try 1.0 (r— 3„ @Toe Designer select #4@18.in all horiz. reinf. 1�® 1 - 0 @ Heel 31-0" 444a) 12![D.0 Lam. Schemmer Consulting Group PLLC Project Title: Mobley Wall 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 17-043 Anacortes, WA 98221 Project Descr: 17-035 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Prinled:17 MAY 2017, 2:32PM Cantilevered Retaining Wa I I File=C:lUsersladminlDOCUME-1IENERCA-1117-043--1.EC6 ENERCALC,INC.1983-2017,Build:6,17.3.17,Ver:6.17.3.17 Lic:## : K1N-06009216 Lenee :SCHEMMR CONSULTING, OUP PLCs EUG Description: 4 FOOT WALL Criteria Soil Data Calculations per ACI 318-14, ACI 530-11,IBC 2015, Retained Height = 3,00 ft Allow Soil Bearing = 1,500,0 psf CBC 2016,ASCE 7-10 Wall height above soil = 1.00 ft Coulomb Soil Pressure calculation Slope Behind Wall = 0.00 : 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 0.00 in Active Pressure:Ka*Gamma = 32.0 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma= 330.0 psflft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density, Toe = 110.00 pcf NOT USED for Soil Pressure. NOT USED for Sliding Resistance. Friction Coeff btwn Ftg &Soil = 0.400 NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads LLateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding &Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom - 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding &Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 560.0 lbs BaseatBack of Wall Soil - 0.0 ft Axial Live Load = 870.0 lbs Wind on Exposed Stem = 123.0 psf at of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0,00 Overturning = 3.40 OK Wall Material Above"Ht" = Concrete Sliding - 1.89 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 2,665 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 2.44 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 1,250 psf OK fb/FB+fa/Fa = 0.217 Soil Pressure @ Heel = 527 psf OK Total Force @ Section lbs= 427.4 Allowable = 1,500 psf Moment....Actual ft-I= 919.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,663 psf Moment Allowable ft-1= 4,234.5 ACI Factored @ Heel = 701 psf Shear Actual psi= 7.1 Footing Shear @ Toe = 6.3 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 6,6 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs Slab Resists All Sliding ! Lap splice if above in= 20.93 Lateral Sliding Force = 379.2 Ibs Lap splice if below in= 8.40 Hook embed into footing in= 8.40 Concrete Data fc psi= 2,000.0 Fy psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 2015 INTERNATIONAL RESIDENTIAL CODE • R507.2.4 Deck lateral load connections. The lateral load connection required by Section R507.1 shall be permitted to be in accordance with Figure R507.2.3(1) or 507.2.3(2). Where the lateral load connection is provided in accordance with Figure R5072.3(1), hold-down tension devices shall be installed in not less than two locations per deck, within 24 inches of each end of the deck. Each device shall have an allowable stress design capacity of not less than 1500 pounds (6672 N). Where the lateral load connections are provided in accordance with Figure R507.2.3(2), the hold-down tension devices shall be installed in not less than four locations per deck, and each device shall have an allowable stress design capacity of not less than 750 pounds (3336 N). Exception: Decks not more than 30 inches above grade at any point may be unattached (Insert Facing Page 149) Effective July 1, 2016 FLOORS z`N STAGGER FASTENERS � /, IN 2 ROWS 5.5"MIN.FOR 2 X 8* *DISTANCE SHALL BE PERMITTED TO 5"MAXI 0 0 ® Q 6.5"MIN.FOR 2 X 10 BE REDUCED TO 4.5"IF LAG SCREWS 0 O © © 7.5"MIN.FOR 2 X 12 ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 2"MIN. BAND JOISTS. LEDGER LAG SCREW OR BOLT 3/4"MIN. For SI: 1 inch=25.4 ram. FIGURE R507.2.1(1) PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS S'ee £ rr +a. EXTERIOR SHEATHING EXISTING STUD WALL EXISTING 2x BAND JOIST OR ENGINEERED RIM BOARD 2"MIN. rirlfDECK JOIST 1-5/8"MIN. ill 5"MAX. — moos LAG SCREWS OR BOLTS 2" fIN. _ 'nc lj �' I o•`.. •Q FLOOR FRAMING O. �• a • .� 0JOIST HANGER p O EXIST .1G o . 0 FO 1DATION WALL .o. o• For SI: 1 inch=25.47 a. FIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS .6 oni G INTFRNATIONAL RESIDENTIAL CODES 151 2015 International Residential Code Errata (Portions of text and tables not shown are unaffected by the errata) Applicable to the 2nd PRINTING(This Errata Posted:June 16,2016) Figure R507.2.1(2) Replace Figure with the following Figure. A EXTERIOR SHEATHING EXISTING STUD WALL EXISTING 2x BAND JOIST III OR ENGINEERED RIM BOARD IN 2'MIN. II I. DECKJO)ST —iilh ttml! ' INMIN. 5 MAX, --xteytxmlihii LAG SCREWS OR BOLTS FLOOR FRAMING • 0 a o ©°o °p JOIST HANGER , . po EXISTING . ° a o FOUNDATION WALL .:. . t or SS ilnchxS5,4mm FIGURE R5G72.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN SAND JOISTS Form J SKYLINE PROPERTY OWNERS ASSOCIATION ARCHITECTURAL COMMITTEE 604x Sands Way, Anacortes, WA 98221 PHONE: 360 293-0498 FAX: 360 293-2981 EMAIL: slzylineanacortes a gmail.com NOTICE OF PLAN APPROVAL *writer: /11 G/ C Div. _, Lot / Z , Address: D ° -'6f J"/ (' ff Your plans for /ILG,Ur - 7f7 /t/'" were reviewed and approved by the SPOA Architectural Committee on /2 '$ ' / �i . Two copies of the plans are attached. Submit both sets to the City of Anacortes for your building permit. One set will be returned to you or your contractor by the City and must be kept on site during construction. If a building permit for your project is not required by the city, one copy of the approved plans is attached. Please note the following conditions of approval in accordance with the CC&R's: i. The work of construction of all buildings shall be prosecuted diligently and continuously from commencement of construction until exteriors of such buildings are completed and painted or otherwise suitably finished. Exterior work on any building shall be completed within one year from start of construction. 2.When all exterior construction and/or improvements have been completed Owner shall promptly notify the Architectural Committee in writing so as to facilitate its inspection buy one or more members of the committee. 3. If construction has not started within one year from date of approval then approval shall be deemed null and void,unless an extension has been applied for in writing and a valid reason for delay has been provided 4.Additional Comments:,�' C'UL41 fl 7 C�P I(V/y /�'4 ,f e r L s 9 ri-T 5:,r PU P"?0 ✓ `i elyil r5 S/ � t /1 C� poi 574 c. ��/ /c y y •f7 r/a /I i ( 5 r r If you have any questions please contact the Architectural Committee at the above number. SPOA Architectural ommitteet ti _, Member Member Revised.4/16 RE:5002 Macbeth Dr. SPSP 1.Construction Access Route a. The Construction vehicle access shall be located at the existing curb cut in at the West side of P59787. b. A gravel construction road shall be installed where the driveway is shown on the site plan. It shall be constructed of min 4"quarry spalls,The contractor shall designate a point of contact for the COA regarding all onsite storm water issues.The contractor shall coordinate alternative methods with the COA should the construction road be found to not be an effective removal system. c. The contractor will monitor the effectiveness of the gravel road and sweep,scrape the sediment tracked into the public roadways on a daily basis.Soils and materials shall be covered with visqueen or other materials and methods to prevent erosion. SPSP 2. Stabilization of Denuded Areas During construction, uncovered soils shall have straw applied.A silt fence shall be installed along the North side before the storm water swale downslope.The driveway and roof runoff shall be tight lined directly to the storm water stub located on the site plan. SPSP 3. Protection of Adjacent Properties a. The Adjacent properties shall be protected by the use of a silt fence on the West side of the property as this is the downhill side. b. Perforated pipe will be used on the east side of the property and be tied into the public storm conveyance system. c. The contractor shall coordinate with the COA official if additional measures are required to prevent sediment and storm run off from affecting adjacent properties and right of ways SPSP 4. Maintenance The contractor shall inspect the condition of soils stockpile cover, coverage of straw over disturbed soil,and the silt fence.Any necessary adjustments and improvements will immediately follow. SPSP 5.Other 8MP's The contractor shall coordinate with the COA should additional means and methods be required to mitigate the effects of increased runoff or inadequate already installed BMP's. p t`l I FEB 282011 CITY OF ANACORTES City :of Anacortes Hydrant Maintenance Headquarters Test Record for Hydrant: •57 Hydrant 567:7:: Port 1 Port 2 Test Date 7/112005 Ports Used 1 Hydrant 05-57 0000 Test Start Static 63 Flow Opening 4 , 107, N/A ...... Test End :Residual 32 Pitot Reading 16- Test Duration 'PSI Drop 31 Coefficient 0.711 '0.9 Tester Name Comm. Fire Desired 70 GPM 1356 0 Total GPM 1358 Available Pressure at Desired Residual 16:2-0 Hydrant 557 Port 1 Port 2 Test Date 111512017 Ports Used 1 Hydrant 0557 0000 Test Start 8:10 Static 7 Flow Opening 2 112: [ NIA Test End 8:20 Residual 36 Pitot.Reading .7r..., 0 Test Duration 010 PSI Drop 40 Coefficient 0.9 0.9 Tester Name :CFP Desired 20 GPM 592 0 Total GPM 692 Available Pressure at Desired Residual .830 Hydrant 7!. Port 1 Port 2 Test Date Ports Used Hydrant 0000 -0000 TestStart Static How Opening 2112 ,;7.- N/A ,,,,, Test End Residual Pitot Reading Test Duration PSI Drop Coefficient Tester Name- Desired GPM Total G'PM Available Pressure at Desired Residual f FIIP' 7`15 ` ;(:c''"N (4 p p4 " / CA, "'t (A . i , 7 -, /,-, •2 ik- City of Anacortes Hydrant Maintenance Headquarters Test Record for Hydrant: 570 Hydrant 570 :1F, Port 1 Port2 Test Date 71112005 Ports Used 1 Hydrant 0570 0000 Test Start Static 63 Flow Opening 2 112 :vi N/A Test End Residual 29 Pitot Reading 15. ,,,r 0 ,:7r.i. Test Duration PSI Drop 34 Coefficient 0.711 0.9 Tester Name Comm. Fire Desired 20 GPM f:: 14 0 Total GEM 514 Available Pressure at Desired Residual 5E43 , Hydrant 57U[77: Port 1 Port2 Test Date 3/1512017 Ports Used 1 Hydrant -0570. 0000 Test Start ,8:10 State Go Flow Opening 2 112 NO, I, Test End 3:20 Residual 28 Pitot Rea.ding 12 ir ni- -cr Test Duration 0:10 PSI Drop 32 Coefficient .0.9 0.9 Tester Name CFP Desired 20 GPM :581 1 Total GPM E31 Available Pressure at Desired:Residual 655 Hydrant .7. Fort 1 Port 2 Test Date Ports Used Hydrant 0000 .000.0 Test Start Static -Flow Opening 2 112 FIT, 1,.11:Pt • Test End Residual Pitot Reading 2r:, Test Duration PSI Drop, Coefficient Tester Name Desired GPM Total GPM Available Pressure at Desired Residual ANACORTES PUBLIC WORKS DEPARTMENT OS111:0 , Steven Lange, Project Manager �• � P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 1 ' �01 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 1000. Memo Date: March 13, 2017 To: Paul Ingalls, Plans Examiner From:Steven Lange Subject: Site Plan Review#2 for 5002 McBeth cc: Eric Shjarback, Jim Baldwin The submitted site plan for 5002 McBeth was reviewed by the Public Works Engineering Department on March 13, 2017 • 12-31-16: Submittal to Public Works Engineering • 01-27-17: Public Works review back to Building Department. Site plan incomplete and no SPSWP in the file to review. • 02-28-17: Submittal to Public Works Engineering • 03-13-17: Public Works review and memo back to Building Department The following comments are provided: • Small Parcel Storm Water Plan submitted is incomplete. Use the Small Parcel Storm Water Plan attached to the Building Permit Application. See attached document for the applicant's convenience. • Site Plan is incomplete. Use the checklist provided in the SPSWP to ensure all necessary items are shown on the site plan. • The site plan should reflect the Small Parcel Storm Water Plan. Additional comments can be found on the reviewed site plan. See site plan for additional notes. • Width of the driveway at the street for residential access is 20-feet maximum width (See current Engineering Development Standards, Chapter 3—Streets, Section STR-28). Attached for the applicants convenience. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • Attached for the applicant's use is a vicinity map that identifies City utilities and location of connections based on public records. a� �K • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste ,� • Transportation •Equipment • Capital Projects • Development Services gti�p. • Provided for the applicants convenience and use as part of the Small Parcel Storm Water Plan: • Erosion Control Notes for Residential Construction • COA Standard Detail ST-03 • WSDOT Standard Detail 1-30.15-02 • WSDOT Standard Detail 1-40.20-00 • WSDOT Standard Detail 1-80.10-02 • Page STR-28— Property Access Qo�10� ' 4 1j • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services q��'p RE: 5002 Macbeth Dr. r/ SPSP 1. Construction Access Route (a. The Construction vehicle access shal )/4 t j. / St side of P59787.b. A gravel construction road shall be ii )2,1'CA-1 kt— '—�/\-1 plan. It shall be constructed of min 4" quarr f contact for the COA regarding all onsite storm �n � � rnative methods with the COA should the cc \, ,R y.QSet SC-- removal system. 1^ ric S • c. The contractor will monitor the effei`�O r9 le sediment tracked into the public roadways on J with visqueen or other materials and methods to prevent erosion. SPSP 2. Stabilization of Denuded Areas During construction, uncovered soils shall have straw applied.A silt fence shall be installed along the North side before the storm water swale downslope. The driveway and roof runoff shall be tight lined directly to the storm water stub located on the site plan. SPSP 3. Protection of Adjacent Properties a. The Adjacent properties shall be protected by the use of a silt fence on the West side of the property as this is the downhill side. b. Perforated pipe will be used on the east side of the property and be tied into the public storm conveyance system. c. The contractor shall coordinate with the COA official if additional measures are required to prevent sediment and storm run off from affecting adjacent properties and right of ways SPSP 4. Maintenance The contractor shall inspect the condition of soils stockpile cover, coverage of straw over disturbed soil,and the silt fence. Any necessary adjustments and improvements will immediately follow. SPSP 5.Other BMP's The contractor shall coordinate with the COA should additional means and methods be required to mitigate the effects of increased runoff or inadequate already installed BMP's . 13.f FEB 282017 CITY OF ANACORTES APPENDIX B—SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application. This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. Gr Draw the plan to a standard Engineering Scale [1"=10', 1"=20" etc.] n Include th owners name,the parcel ID num er site addresKand north arrow." ❑✓ Show the lot dimensions, and the adjoining street names. Show the location of the existing curb, gutter and sidewalk and the proposed driveway. ❑✓Show the location of the required rock construction entrance. ❑—Show all easements, and critical areas such as streams, wetlands and steep slopes. c Show the location, dimensions, and distance to property line of ail existing and proposed structures, including drain fields, septic tanks and wells. -� r1 Show the corner elevations of the site, the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. ❑ Show the proposed soil stockpile area. n Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion swales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures, 7 [1 Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features. Show the connection to the sanitary sewer and the water service connection. D Show the distance from the front of the building to the nearest fire hydrant. • • Single Family and Duplex Public Works Submittal Requirements APPENDIX B—SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works DepartmentlBuilding Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: Owner: (Name, Address and Phone) Site Address: Parcel ID Number: Sec. Twn Rng , W.M. Prepared By: (Name, Firm, Address, Phone) The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 Guidance for Developments subject to Small Parcel Storm Water Plan (Do not include with submittal) A. Development Subject to Small Parcel Requirements. Each of the following new types of developments shall control erosion and sediment transport during construction, and permanently stabilize soil exposed during construction in accordance with the requirements of this section: 1. Individual, detached, single-family residences and duplexes; 2. Creation or addition of more than one thousand and less than five thousand square feet of impervious area; 3. Grading, clearing or land-disturbing activities of more than one thousand square feet and less than one acre. B. Plans for such development shall include a site plan and a small parcel storm water plan (SPSP). Based upon the review of the small parcel storm water plan, a determination will be made as to whether or not further drainage plans or information are needed. C. Site Plan. The site plan shall indicate the character of the existing site, topography, natural drainage features on or adjacent to the site, the location and dimensions of all existing and proposed impervious surfaces, flow arrows indicating the direction of storm water flows on-site, and any off-site flows entering the site, the proposed method of utilizing the existing drainage system, the temporary erosion/sedimentation control plan and the permanent soil stabilization measures to be employed. D. Services of Professional Engineer. If the parcel contains or is adjacent to either a floodplain, a stream, a lake, a closed depression, a wetland, or an erosion or landslide hazard area (as indicated by land slopes and general soil types) a registered professional civil engineer shall prepare the plan. E. Compliance. Compliance shall be demonstrated through the implementation of an approved small parcel storm water plan. F. Small Parcel Storm water Plan (SPSP). In addition to meeting the requirements of Section 13.36.070, General design and construction standards, Section 13.36.080, General water quantity standards, and Section 13.36.090, General water quality standards, all plans subject to SPSP shall meet the following requirements: Single Family and Duplex Public Works Submittal Requirements APPENDIX B—SINGLE FAMILY AND DUPLEXES JULY 2011 1. SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. b. A gravel construction road shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the satisfaction of the official. c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior ' to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. d. The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Single Family and Duplex Public Works Submittal Requirements APPENDIX B— SINGLE FAMILY AND DUPLEXES JULY 2011 2. SPSP No. 2 --Stabilization of Denuded Areas.All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. 3. SPSP No. 3 --Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. a. Surrounding pro shall be protected from storm water runoff from the development. This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines shall be contained in private drainage easements with appropriate statements placed on approving documents. b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. Single Family and Duplex Public Works Submittal Requirements APPENDIX B—SINGLE FAMILY AND DUPLEXES JULY 2011 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. 4. SPSP No. 4 -- Maintenance. All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. 5. SPSP No. 5 --Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. 6. SPSP No. 6 -- Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) Single Family and Duplex Public Works Submittal Requirements SAMPLE NOTES; E)PA N 90 oa oc� eaoo Do P.C. . - 1.SEN- WILL BE pON ETC1MM EUIED TO 1TE IG SITE AS SI MIf-F--- . / F7.101A 27N1ERDS1MNSIERRASSHOW 'P �°PYC PLC. E1iCiFT- . 'E-,RDRM11-.. ..- .. -1 3.STOMPSTOMPROOF MIT DOWNSPOUT 111.Et C I ID 101i£ 4.DURING CONSTRUCTION,DE RUNOFF NI.ULTI PRQ BE CONTROLLED 1>£ADShSNI f ^..aa 5.11E D181REAY I1Ri1WZ S15Th WE WNE(.TCH DASH .,. .--- INSERTS (DOE BIP�y�•O CATCH ADMEN&SEDIEIM1D4 THAT TUNES If 113 THE SIMI 8.Rseers AM UNOFF F AMf01TCf MILL BE OWNED car OF SIMRON q 7.(SORE CONSTRUCTION BEPILI4A SE MILK WTI.TALE PLACE 7D Dfl l Y THE COLD ION OF TIE MEI CiRB co EC REPLACED TKO DEum PPRO/M PRseeglus mi.woe IOR DE a MIKE E OF FIE CERIFIG47E OF OCpAMM.Y. 0.3 I. SYMBOL LEGEND; "' +e—HDIGOES DIRECTION OF SHEET FLOP PROD 4 KC FOO ILO AND CUTER LIES AREA CALCULATIONS: 1�lr./!!!i!/i!rlisrir!!!r F5 DEWIIEEAl7Ot AREA; HOME VACWY lAHLI POSED i r Ir� s PROPOSED MN ARM 1 GRAVEL I 20A IIPoVEWAY 11800o ' PARKED .; PROPOSED NEW HOUSE ;: w GRAM.CONCRETE CONCRETE K 1100SF w;I 20LW + CONCRETE PATWO: MO SF 1234 16TH STREET f I TOTN: 5320 SF I +r 2" SI CE THE TOUT.HCRFASE OF WI IFERHDUS UREA IS ABWE I + •r TIE ALLOWABLE THRESHOLD,SE DE SID&PARCEL.S OR11rP / WRIER REPORT DDT IS A1TADED.IT TIC.MAW DE DRYi1[E I i I _ Q,5_ dJ!11 IL!/!e.1 !!! MD EROSION CONTROL IETH00S N OMER DETAIL i�ji 1 • E i Is CONCRETE f DRMh71AY I TETa�€�ZddCi I. IM OWE,ECTIFANCE PROPOSED .I.i R SO AREA ...) CRAM,PAWING ITLAT 11Tc ENTRAI E C.d-0 _ \\C\N AREA [ IW D IS B S€w1Ttia°M D051IIG SEER STUB ----" + CT x COME ITloll 71171E PROPERTY.oEPHI FRO IA - - �UN010N1I. �- JEN:.PA yyf���p NEVER 1 4. 19/ / EXISTING U w/iW&JC Het --. •._� •• ..i _• LB-NCH BARRIER C CUtiFR 11. =i HSTALIMEN CF NEW DREW EX.11.0001 SD IDOSTPAI DPoVI:IMAY SECDON H INSTIL.MICH BASH / ROWCIL S INK TO IC TENACiD ICE CURB LIE Nli.BE REAMED INSERT.TO DE CLEANED TO 8-Hai TWMCN H FRONT DF THE NEW MD REPRICED WITH A SWARD OR ROAM AS PER DRIVEWAY. MIER CURB. IPMAFIhCCORFR'S SPEC'S DEW 10°CCNC 53 _ ._..._ . JERE ROM IS 7E1°FIST OF TTES .,� 11E TO E8°T 16TH STREET APPENDIX B — SINGLE FAMILY AND DUPLEXES 2006 SAMPLE RESIDENTIAL AND DUPLEX SITE PLAN.DWG EXAMPLE SITE PLAN SCALE: IN .. 20' (EXAMPLE N.T.S.) OWNER NAME: BIG DEAL JONES DRAWN BY: JOE DRAFTER SITE ADDRESS: 1234 16TH ST. 1234 1 6TH STREET DATE: 11-30-2004 PARCEL ID: P12345678 DRAWING NAME: NO NAME.DWG SF-04 L s '27 \3 v Ai V ` ♦ e� r `` 4: �` 2 8 s 1 \ 004 \ ` 11-56 . h \ - 4 \ '' �� \ "\z, 1 _57,<, 134 \ -c\V) 1 ' cP for \ 4 , 35 2 \ 5 46 `\ �. \\ ` - 0 2 \ � \ 50- I127iN 0 . 0 \\ \ ♦ c� \ \ \ h� \ /L . 13 \ \ a ` \ \\ ® O \ / � '. 4 -' . \ � \ \ -�� \ \ \ \ / 1' \ \ • f \ N 7 /7 %. . \\ 12 6 \ 49i8 % \ N \ '�' '� Erosion Control Notes for Residential Construction — City of Anacortes A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any construction start. 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 required 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.) F. Two (2) weeks prior to the beginning of the wet season (October 1), ail disturbed areas shall be reviewed to identify which ones can 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. The Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. 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. NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it cc U n will service. 0 } 2. The BIGD shall have a built-in high-flow relief system(overflow bypass). 3. The retrieval system must allow removal of the BIGD without spilling the collected material. co 4, Perform maintenance in accordance with Standard Specification 8-01.3( 0 15). 5"MAX. DRANSAGE GRATE TRIM -r, ,...., 'P- GRATE FRAME / DRAINAGE GRATE RETRIEVAL SYSTEM(TYP.) l_ ' 4 RECTANGULAR GRATE SHOWN SEDIMENT AND DEBRIS \ f d ( ' OVERFLOW BYPASS , , ____, , , v *� _,....._. p V =;71:' D BELOW INLET GRATE DEVICE �"� od 1 �% 1, AFILTERED WATER / I .+ I td 0 % i 'a, ' OVERFLOW BYPASS(TYP.) 13ELOW INLET GRATE DEVICE y� S 041 i r n o , STATE OF 5 WSTAT OF o �i��n•y ����� TON REGISTERED o �. A LANDSCAf E ARCHITECT ' D e- p , p 1ARK W MA R o c o CERTIFICATE 000598 ISOMETRIC VIEW CERTIFICATE WORM B NOT ACA E NO.0ERVYO 8 .EN,CurANIIL'CMCMC ONRfMTE 1HE OMONR'Y6Mm A/MERVNESgMO /� ,`�(� �y� AORCVE'O FORWB!/G7701G fa KEPT ONRBPATTNEWAS�rA{OrONSYAIEWW- SECTIOAI SCALE N917Cr 7RANSRORTATON.ACOFr NAY RE WrAMLC NPON7 ST NOT TO STORM DRAIN INLET PROTECTION STANDARD PLAN I-40,20-00 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich Ill 09-20-07 STATE OES70N NCIR4EER DME WIWmhIngton Slate Poportmint eI TrnnsPOTf°lion l©39 l �`�ae )�` sLo30 3.41a del 1� 1,1000 3W o 430, N9 14n s-u1-x3 SON �ts>1 oon°�o ia al‘ 133 o°,,o s(3N ►�M �a i n ���1 1�t � all v so�p�td •g3 tj{a11`J�5"l` r 7r•.5 < �+• t. N3W1 5 9 ,b , ` 4 <' a• 1,0 v .. rvl . ' r ? 3ov�ois L �� - T. 1904 Q° 11O Ir13t , °r�>�N' M I�ld30 c3N1 )039 119 • ‘ ,.,y1)Z3,1 , Of.telettarte...re;diti.rbertie. 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NOTES SPEC.5-01.3(8)A - 1. Install the ends of the silt fence to point slightly upslope to prevent sediment from flowing around the ends of the fence. al i.I 2. Perform maintenance in accordance with Standard Specifications g ----- �4v, . FASTEN GEOTEXTILE TO 8-01.3(9)A and 8-01.3(15). ►�.+ '*• POST EVERY e^(IN.)0.0. 3. Splices shall never be placed in low spots or sump locations. If ''dii' 0: splices are located in low or sump areas,the fence may need to be GEOTEXTILE +.�►�r N� reinstalled unless the Project Engineer approves the installation. TO BACKFILI ED& 10404 O 4. Install silt fencing parallel to mapped contour lines. COMPACTED - ►•►4)$ P NATIVE SOIL ♦f'if'�•► !" isi 11�� 11111.1' fi,. ► 4. •4.4•4\�•4. i 3 SELF-LOCKING TIE-NYLON 8B(MIN.GRADE), ' '••'•• .'s 120#MIN.TENSILE STRENGTH,UV STABILIZED ` �''��i•1.1i'r�+a '<i+ u SEE NOTE 1 ►111 ;11i O'jLi1 BURY GEOTEXTILE �, /1 ...--- IN TRENCH / �+ Z 173,r�'`Z'ciey ��/ / �Q „ 4.> kl;'/2/ '' ...--'- .br -' 'Pr • NOTE �� �$ :i r iF ' • ,, DURING EXCAVATION,MINIMIZE DISTURBING THE GROUND ;:r r ::7..:dr?rj,,' i.• �.' AROUND TRENCH AS MUCH AS IS FEASIBLE,AND SMOOTH ;f+c.:zu:e :. :-; ,'I.::`�.- GEOTEXTILE FOR SILT FENCE•-SEE STANDARD SURFACE FOLLOWING EXCAVATION TO AVOID CONCENT- �, iiiir• • pf,g•'II'' SPECIFICATION SECTION RATING FLOWS.COMPACTION MUST BE ADEQUATE TO Q® „:4, 9.33.2(1),TABLE 6 PREVENT UNDERCUTTING FLOWS. '. t -:t,i;F .- ^:r . �'} POST °`.' --WOOD OR STEEL TYPICAL INSTALLATION DETAIL (TYPICAL) Alp 1 (STEEL POSTS SHOWN) .'�-'�'�� -..: J t�: . -. �'t+;:;•..•.;:t' IN FASTEN TO POST1110) �] f�j STATE OP :tjt ti'�^•' . ,� ~> � �V V/n� REGISTERED WASHINGTON .e''.7v;f•.'•.�'��+.- c_ %' r;�' Sr*'P EVERY 6"O.0 :! 4.-'� sc. •• � •;,..4.:*A•':-•�,.-.00 —/- ° c, j ''yr � LANDSCAPE ARCHITECT • k :~:- , 6,' • _ '`` ANDRA L.SALISBURY �L a'-•I-' /'/" 11 �-�- yy� / / J"J. CERTIFICATE NO.000860 FABRIC(GEOTEXTILE) iv / / `q (TYPICAL) I Mora axs ALA(3O7A NLLvu a e a Jv+)ma �i WWI' 71FONw!+�.vain arxecvorra,wv APPR OJSDAO?PU&JGTICAL( AI OJFCE AT TIR W'ASHIVOTOV STATEOFAVtT• ION T/ TWt1SNCATT1TON.A GY TAAAVA!OSTAWED UPON R£RL6tr \l\N' :.c.-944- TYPICAL SILT FENCE ,�T!` r, SEE NOTE 1 WITHOUT BACKUP SUPPORT /-,, ISOMETRIC j:.. '• �i. SILT FENCE (STEEL POSTS SHOWN) • STANDARD PLAN I-30.15-02 SPUCED FENCE SECTIONS SHA BE CLOSE ENOUGH SHEET 1 OF 1 SHEET LL TOGETHER TO PREVENT SILT LADEN WATER FROM APPROVED FOR PUBUCATION ESCAPING THROUGH THE FENCE AT THE OVERLAP. Pasco Bakotich III 3122113 SPLICE DETAIL STATE MUM ENGINEER DATE (WOOD POSTS SHOWN) T Washington State Deporhvnt et Tronepor» S3) STREET STANDARDS JULY 2011 1. Cold mix asphalt is used as the temporary asphalt surface layer. 2. A Performance Bond is provided to the City of Anacortes that is the cost of repair(See AMC 12.08) x 150%. 3. The Contractor is responsible for all maintenance and repair during this period. STR-27 CITY-OWNED UNDERGROUND CONDUIT AND VAULT REQUIREMENTS The contactor must obtain a Right-of-Way Permit to install underground conduit in the right-of-way. See AMC Chapter 12.08—Street Excavation Permit Requirement Install 18-30 inches deep within'and parallel to the right-of-way. 4-inch diameter solid wall polyvinyl chloride (PVC) pipe conduit conforming to ASTM D 3034 SDR 35, Installation under roads and high-traffic locations, i.e., parking Jots, require Schedule 80 PVC pipe. Maximum 500 feet long conduit between junction boxes/vaults. Joints must conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. Conduit ends terminate at Type II junction boxes conforming to WSDOT Standard Plans J-11 a. or other approved underground vault equivalent to 466-TA Splicing Vault (Utility Vault Co. (800) 839-3500)with inside dimensions of 3'-5"W X 5'-5"L X 5'-1%"D. The contractor must submit conduit and vault as-built drawings showing the right-of-way and property corners, offset dimensions, depth of installation, conduit diameter, and size and type of junction box/vault. Mark conduit with detectable orange colored marking tape or wire prominently labeled "Caution Telephone CATV." STR-28 PROPERTY ACCESS STR-28.1 Driveways Driveway Standards Measured Curb to Curb Minimum to Property Line 8 feet Minimum Between Driveways 30 feet Minimum Tangent Curb Length to 50 fe Intersection *Maximum Width at Street 20 feet 0 feet Residential **Commercial Right Turn Only at Signalized Intersections mm 125 feet Arterials Collectors Right-In-Right-Out Only When Safety Warrants * Driveway cuts in sidewalk required '* Unless topography or traffic volumes require wider. CHAPTER 3 STR-15 MAINTAIN SMOOTH EDGE WHERE POSSIBLE 12" FOR CONCRETE CURB POUR MIN. 12, =1 — I . MIN. 1/9 MATCH EXISTING-11 111,1 —TLi -IIII O- . PAVING TYPE AND j.LLil DEPTH _l_T=1 I--III- a _. • i a., f-1II _ II II • • lll a1E, II— --- �If_l I , —t JL !L�iii ii u�Pf-1LL i i-L-lll ii I_71.— ICI —11f1��� �-�1 1�1 �1 IdI�I17I111-1,,f,��InUI .il II III—III_ EXTEND CSTC TO 0 — FULLY SUPPORT CURB IMPORTANT INFORMATION: PRIOR TO ANY CURB REMOVAL, CALL CITY INSPECTOR TO VERIFY THE CURB REMOVAL. THE CONTRACTOR SHALL REMOVE AND REPLACE ANY AND ALL SUNKEN, TIPPED, CRACKED OR BROKEN CURB WITHIN THE PROJECT LIMITS. INSPECTOR TO DETERMINE THE EDGE CONDITION AFTER CURB REMOVAL. NOTES IF INSPECTOR REQUIRES SAWCUT: 1. SCHEDULE CURB REPLACEMENTS AROUND THE PAVING SCHEDULE. 2. FOR CURB AND SIDEWALK INFORMATION, REFER TO SECTION 8-04 AND 8-14 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS. 3. PREPARED SUBGRADE (CURRENT WSDOT STANDARD SPECIFICATIONS 2-06) 4. 4" INCH MINIMUM OF 5/8 CRUSHED SURFACING TOP COURSE (CURRENT WSDOT SECTION 4-04) COMPACTED TO 95% OF MAX DENSITY. 5. INSTALL 3 INCH MINIMUM CLASS B ASPHALT PATCH TO BE COMPACTED TO 92% MAX RICE DENSITY (2002 WSDOT SECTION 5-04.3(10)B). 6. CROSS-SLOPE OF NEW ASPHALT SECTION SHALL BE LESS THAN OR EQUAL TO THE EXISTING CROSS- SLOPE AND SHALL NOT BE LESS THAN 1% WITHOUT APPROVAL OF THE CITY ENGINEER. 7. ALL JOINTS BETWEEN OLD AND NEW ASPHALT TO BE SEALED (2002 WSDOT SECTION 5-05.3(8)B) USING A HOTE POURED JOINT SEALANT (2002 WSDOT SECTION 9-04.2(1)). 8. REMOVE 12 INCHES MINIMUM OF MATERIAL BEHIND CURB. ONCE NEW CURB IS INSTALLED TO EXISTING GRADE, REPLACE WITH COMPACTED DEPTH TOP SOIL (CURRENT WSDOT SECTION 9-14.1). NOTES FOR SMOOTH EDGE: 2. FOR CURB AND SIDEWALK INFORMATION, REFER TO SECTION 8-04 AND 8-14 OF THE CURRENT STANDARD SPECIFICATIONS. 3. PREPARED SUBGRADE (CURRENT WSDOT 2-06) 4. 4" INCH MINIMUM OF 5/8 CRUSHED SURFACING TOP COURSE (CURRENT WSDOT SECTION 4-04) COMPACTED TO 95% OF MAX DENSITY. 8. REMOVE 12 INCHES MINIMUM OF MATERIAL BEHIND CURB. ONCE NEW CURB IS INSTALLED TO EXISTING GRADE, REPLACE WITH COMPACTED DEPTH TOP SOIL (CURRENT WSDOT SECTION 9-14.1). SCALE: NOT TO SCALE \1 Op DETAIL: ST-03 � DRAWN BY: S.L. FILE: ST-03 CURB REPLACEMENT.DWG 411111 CURB AND GUTTER EFFECTIVE DATE: REVIEW BY DATE: REVIEWER: ' = , REPLACEMENT 4 0 \O1-20-2005 05-31-2013 BUCKENMEYER APPENDIX A - STANDARD DRAWING 2011 ,/ 1\1A -r c o br-Pro Project Pt"d-(1 ,-I-i°1'1 &A.,cd Site Address � � ��0-,o j P ( Building Permit# 6 - /4 ; Date Initials Department Notes Building A j 16F CC)-, ---- CJ-4x.!' S J' ase.rssed F,:e F/ow/Sp',n/(/rr df7c/in not��m /.7 3�/ 1 iV7 761/0 F Ps-piveAlf-J- aK d_ ier `I-° i c c&e , ►Iz2I11 ! svre I- - wi.t2p1'et, Qav,vw. t Imt4-4:1uC Public Works ecrncnul-Ac.Ah Pltz'E TL`I w‘T}{ At A-W*4c I WeriV m."/ 212b/ii I SV(- !RniEMIvt1) 5c i-x5 5.,61,fr9�1- L-.rd.,.I z�JMI�n-0�07 St1-'-Lc�MM1-.RS"rt. ,^�V 0,1. ,S ^� /�3/� 'ce`- p J.a,_, :cz_Y�7,S0.�F.l�i.VIw t�a�L. 3/307 A!1-cvrri� �o?t (-sv-sR4.. •o cls 04 10,0. 1 Planning Y/7 6/- .l' lac/ Gt ,�1 -ero �vrz Cc...)sT. A.s N vcb cr.r1 S i`TE. FL.4., Stormwater 3�31/i7 j 1.1-t f✓o-.,, ,! w✓aFt- SvpP IY 4-9- Pi9pol,� Y!t a./2.o+, Fire /3�/� I(-Al( 1^S j Fyc Spr'^/cli/ P1en 2+1 .' c �j. 1 s e k o fieweef .5" tea/ "4'. �''v"b /55 to ANIC 3 /"/ I®� 0i ra ir//f of /l//o/ COn1�/M/ , r Fl/, 4,/,n ere iy 5 .1 bs-•'// be i 0 S A//r Project Inter-Departmental Plan Review Tracking 22'-0" —— 8'-8„ L-o - 1' Fly- Pta-n-c Cc E�� 5' 1 1/2" Egres Well J Do (e) 4'x4'Slider ri+ A I . Foundation & Wall Ti• I I I I Dashed Walls To Be Replaced With Stairs To Floor Above 0or Be Removed a, New Per Drawings i \--- — — — — — i Bedroom 3 , 1 New Tankless Water Heater To N Service Addition. install Per Code ! Reqs. Workbench r? Solid Walls Smoke Are New Detecto,, . ,. 5'-4" 3'-6 3/4" ' I ca � • Closet • ®Bearing Wall Dn11111111 Open Area- , , Under Entry ;o CI From This Side _ En-- ____ R. 12'-6"Ceiling Ti - U�1• Dashed Walls To Be Removed 40 rm.! 3068 amg 4'-4" 4'-4„ II Coy. Entry i. ,( 8'Ceiling r1 Tile 4 Garae Dn L7- ' . 1 maini. 11'Ceiling Concrete ini. 3'-9 1/2" + .E 111111111.11 We 0 Q z a � r Q r 4, 5„ o, —-— lb 0 Dn 43 135x4'x16"Deep Footing 13'-0" �i' w/(6)#4 Rebar Top&Bottom 1 I M X 6x6 Column 0 with 2x Cleat ,on Door Side '-_ cNi PWR' 16-0 x 8-0 I-! (e)MTR5mx-.-,-....__ __._._. _....._.._..._._..._._....__ ..._......... ._....... _.. .._....' i co-- , rI 2668 (e)6068 i SSW75x10 i we..--.____-------. (e) L O Cantilever Above 6.-0„ 6' 0" i' 6" 16'-3" /it Dn Conc) 4 A r , f r- II la — I Floor Above L — 22'-0" 8'-8" L___ 2 ig, Pri3IMPFP -- _................... -....._.... , _ Br NOTES:T —nEvHITTyHE draftint7:'- \ .-..-„, \ \ \ • NOV 2 3 2016 ...... „. _ . . -"Eiu u 1. EROSION CONTROL TO BE MAINTAINED W USE OF A SILT FENCE ALONG THE LOWER LIMITS OF CONSTRUCTION. SILT FENCE IS 'CO 6 & ds! tt.c 1 -.4, , l IJI ... _ ANCHORED IN A TRENCH FILLED WITH ONS6 E SOIL a ,,..- * \ \ 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. Jonatilais iikkinrcis \ Anace 144l!YI, sum lit-89is\ 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED ? tli,11 0849n 98221 \ \ 7 NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE ph 480.391.0832 i SITE. 6N - \ \ )c 4.THE CONTRACTOR SHALL KEEP OFF-SITE STR(*ts , \ CLEAN Al ALL TIMES BY SWEEPING. WASHING OF THESE tTREETS WILL NOT BE ALLOWED WITHOUT PRIOR \ ;\ \ A PP R 0 VA L.,,, ql / I,GARAGE C O V F: 0.77: \ \, : . x ev ,.. -‘, \ 111:::::8ccrt'll ‘), 0/''l # . , ._ - c,,,,t J , 1...c \\°. ftisting Garage/p.*0 '----_\._).__ • _ Aeirvi , CerrIf_,.reeir-- _ice. '‘.—„Akrope _\\,_ cia„_ ___ $.__ t \'' \ \ \ \ \ \ #0.4 3 \ \\II ii!7-C1 1\11;:211N20 7.48\\');\\- \, \ \ ...............r.....al EXISTING: RESIDENCE IOOTPRINT DECK AREA TOTAL NEW AREAS: :INT RESIDENCE FOOTPRINT DGEAcRKAIGcE0Ev0EQR 1, 1153(.,() :FF 371,5 F 21:21 33 03 :Fr 111)1125 cSFF togif41 C:I Ccor713 NI 0 0" 0 1 I : : ' 1 tiO) ; ii* .rFn .2 •.... . , \ \ .4,P''''':''' '\„,friecNoo. IL ,-- \ .2 \ 0 ,„00,:'0G • . ,-2,ecaq° i Nt,-tirz rtesIdonce ‘P 5\9787 1.alv \ ----- ' \ \ \ TOTAL IMPERVIOUS — I t" 'Al nt a) "*„ o -- ri ./ \ \t C 1 oe o,,,,,, _„6',_• —1%, ,,,, LOT COVERAGE CO l'p i'n •F sld \‘, ., 0 No" - \ iIF q.0,--- c 13 .51) 5' .ss \ ---. Revb.13"': \ w•. ‘..., \ \ •. Pdnt Pck 11/22/16 \ Site Plan 3 Sit( P!Cirt /1s4 \ _, ---- --....,-- I 0 . _ 50 gd-dldum lqo •-= A 1 * 1 \ . \ — ------ - I SCale: 1"=213' - - ,--- • - FLOOR PLAN NOTES:. F " `1 / �" 1. PLANSTO BE REVIEWL 8, tll ,URCCJNTRACTORS PRIORTq , ['P , " STARTING CONSTRUC 117t IF !)ISCREF'ANCiES EXIST PLEASC 1 L' � �' CONTACT THE OWNER, GI'l:t:;AL CONTRACTOR. OR THE 13-3 or 1 + ; DESIGNER FOR FURTHLf: Rif Ofil A ION. ra ti n CSC' des • . LC TRUSS FIR PLAN. 57-7 1 . _ .-1 a f •� `3 2016 2. ALL NEW CONSTRUCTION10 'J°ATCCH EXISTING CONDITIONS 22'-0 8$ z,;'•6A' N r ARCHRECiLPcAI GOR,I'OS1T10N ROOFING �,. j __, _ . 1 3. -ALL WOOC3IN COi:1P.C:i a:'III- CONCRETE (BOTTOM, PLATES) 3'30 FELT MITEPtt'O/EII MUST BE PRESSURETRI.Ali b l p ERIAI. USE CORROSION ' a N 1/Z OS45HFATHING 5"-8" I Y-17 9{J j i t t , i '! RESISTANT FASTENERS 'WPIC 4 IN CC3fJf:1CT WITH PRESSURE 1 L-�• `•..:• taw.. _ L . L.- J 'r..J TREATED LUMBER ALL IX11 1 iF WALLS ARE FRAMED WITH 2X6 t laftR.Yitgn Richards VENT¢AFRES BETWEEN TRUSSES \ .. ". c- ��..�,,, _._� ., ,,, ,,, ,,, ,_ ,e ,Q„U ,a � ," a � STUDS AT i6" CyC ANDS 1l; NED S�1fIH 112T" OSB PLYWOOD OR ,,in •A,;,Ting Ochs Wl I" MINIMUM AIR GAP =•�-• ,m -~w a c-= BETTER WITH I6ti BUILI +C IG f AF CP. ALL INTERIOR WALLS ARF- A'ltsxfci. Ylgaliegfon 9e1z1 Tel 6'x3-6 Mder _� (el ex.84"SEder VENTED BLOCKING 1-.0 A FRAMED WITH .2X4 STI J 15 I 1 I 31 0.C,. AND SHEATHED WITH 1/2' BETWFJ:14 TRUSSES I GYPSUM. WALL3OAR1+ 'rt11 ,: i< I-bOrED OTHERWISE Pit 36o-37L0832 \ '- PLYWOOD ExpOSF)SOFFIT Closet oIn I�+s T lnm�,c,.`"'" {1� �. \ % 2X CEDAR-OR Pick 4 RalSrr _ d. CONFIRM ALL DOOR, Y,+b- f4C 3r FiREPLACE, AND OTHER - - 1 1 � 11 1 !, SPRUCE FASCIA - - 'R`- - Q - _ ilp 11, DoshedWaRsTo a o, ROUGH OPENING SIzi5 'filllJJWPhERfCOPNRACfOR PRIOR TO S' 0' 1'-y' S'-3 UZ 4'-I I/T i -IG' irr�IR'tDexcliptlon: ,,c__. . _ _ .,F - O Dn a Be Removed a. WALL CONSTRUCTION, ALL VERTICAL OL GLAZING HAVE A _ I!-FACTOR OF f 30 AND 101-31EI7 TEMPERED REQUIREMENTS, AdclUion[gsmodel to 1- ee- 14 : �E Master Bedroom h�ald Sfrt eFam7y - _ ` \ -,L - - - _.. 5. E SMOKE DETI.04: . ,�IP.ED TO THE ELECTRICAL SYSTEM 'E$Roc*PLAN --� .- - - t ae6u � - _- k.1 , WITH BA R-49 BLowN-w .: - '�` /�„ N = 2'-I 1/7 ___ WITH BATTERY 1;ACY.UI ' qN 'r `EI-R THE CEILING OF EACH `9 d' 4" cAPBON MONOXIDE (CO) xtraze FLOOR AND TN ALL BE _ C I INSULATION I , II • "n�+ t N •!+ Cletietor =4 ALARMS TO BE PLAC€ (all all,,c BEDROOMS. l - [.thlerT,;3ror:,k F _.}.- .. . .3 ro • S/S' GYPSUM UD -\- . . •'; - m •+3co?a23 . Office :3 N , 6. PROVIDE EXHAUST KIfCHE i 1n11S AT MIN OF 103 CFM AND No :r?formalion: I12 / HURRICANE CLW PER TRUST 4p8 _ 1 c•Pa �- . Pan o+ BATHROOM FANS AT PAIN Or 10 C FM. FANS TO BE INSTALLED PER Lowy' Floor Area 1125 SF UM � - � $ � in .-. _ - MANUFACTURERSSPEGIFI, t1ICNS AND TOGEVENTEDTOTHE Lr ;rl ;(oorArea 1253SF ,+ ('� 'p4 'ro " \ # �r • Smy e r OUTSIDE OF TH : RESIDFWC-I Ai Uf 1T.AIN 3FT CLEARANCE Of- VENT i d FicrAiga 1236 SF TYPICAL 4XI0HEAUCR { 'Z xeSt.ower : Ter �. fi !`'�'New Door Dcie�4r ,_ \ DISCHARGE T(J ALL OPEC 111G5 INCLUDING INOPERABLE). -foci( pleated Area 3614 SF m 3mS a _ �' % Access I BQlfilFnC!fTl N A ed s o0 o-. $- _ _ g-0 t' u 7. PROVIDE FULL BEARIIJG UI•FLTLR ALL POINT LOAD LOCATIONS ,5(C Arsas 373 SF F qR M ,CF1l;(e 1015 $F a ro I o M `w ' r I _ - Y - (BEAM 8, HEADER ENDS)- SCAM IG• BLOCKING TO BE PROVIDED L vi 8250 SF _ 6 `�- v ABOVE ALL BEARING WALLS /:tlb E3EAMS- IdENJADDITION Bath ;i'-S 12on Set Closet 1 tQi , I _p -^--� _. 7�ov , „al `;p 0. "cam !Rl I14'f2.¢^$H I!+ - . _. V ® Ge6ng W ID 1 tit CaBng "" ems �`�� y & PROVIDE FIRESTOPS AI ALI. A('FLICABLE LOCATIONS, INCLUDING ' r•. Lq)nlnafe lanrinaO u - e o HOLES AND ANY OPEN A 2lft r l y_ IL11•1] 2 6" 4. MATERIALS TO MEET !Ile 10; l 7,'s IT!G GRADES' •o - ._ ')� 9'-B 1/2' 4'-0f' 4%0 i/7' t _ ; --->I ` HEADERS TO BE 4X3 HNC: JI .LGS I .OTED OTHERWISE. ?), - • 1 1 n GLAM BEAMS TO 1:F Or SPE lE AND HAVE A 24F•V4 RATING. mil7. "`'�7/1eo.s.B.SHEATHING I -X. IS. -' ` u COLUMNS TO BE pn59OE I rl12, wSULrtiiON PER CODE1111 , GS 1 r ` 131 BULIMIC Entry \ De l-"° EI.ITI'td'00_ ni STUDS AND TYPIC/ I F ' I-A( 1G MATERIALS TO BE DF#2, HF82. HARDRAP SIDING I r l 3'.4" 12'-6" ' 2Y- 16' O.C. EXfERIDP. WALL I 7 �� Ceiling (1100 - b OR SPF. 40 DOUBLE 2X6TOP PLATE .� II a. 1 I lc- - 1 llf -� . , - 5V�1 7 A-B 4$'O.C. CV ° I 1'1° 7' - - J I �_ Q� ; 10. INSULATION TO MEET 1 HE uu,P I ,MUnl PERSCRIPTIVE REQUIREMENTS mE?SI100ttt `� Srre%ce x / t5enteiiir sp1c-- I,L-4. I m OF THE WSEC. INSULATI''JI: '•::T, LUES ARE ASFOLLOWS. i I! 7/8"TIIROORSYSTEM �-ti I u 0 _ -+ DR R-361N SiNGLE RAFTERSd r, ktrningla 1n CEILINGS f 411 WITH3/4'TBGSHEATHwG - c ' - I♦ EXTERIOR WALLS !i-21 I� r-= - /7/ �B 0 B I L. JOIST FLOQRING R-31) • C‘I `fig'4:►=- t --� - _._ . 4. 4" A,�„ �' CONCRET'c FLOOR R-%U j7. ET. AT PERIMETER EDGE) CC • --'e-; ^- I 1I'",)' ! q-I" -- YS- - / - - / . -'C i F _.w - r ( 11. REFER TO AND IMPLtM:*li I:11 s1I4EERING PRIOR TO I- I Colt E Kitchen CONSTRUCTION. ALL FNG!i•Ir ER!Nta TO SUPERCEDE 0 ey C�.1 'y��'I 9' Ceding ` CONSTRUCTION PLANS _ lRusRe °j Synthetic S - -- ! all” CD gr i is tc.a.- _.-_ - .-_ ;s ' O O I . i___ 1.`1 '0? �_ - am �'_ / I 4YIFEiOir 14:HEDIJLE .EP .0 . 4..-. ` l - I - - I _ ;:� 4 t? 1V114YL WIiJbOWS) `/lifclk At WlF.ilflvU-FACT03: 0.30 p, : V /! ' �+,{tC tiE 't `,1 : Lib�ng_. II Shed Raof �'� '.f 6' �` `� ID Sire ` . .-. `'1 �iinn ' v T - " ' U ce&n - • b' C7►!ng Oyer..•- • a II- -- �"�''.,- :In-.' ,,� A 6-4"x=1'-6" Piu ,'e - 1 lrlmfnate Laminate I• 0 laving . . a I'-d'x4'-0" vi-te4 C 2 I - et • C 3-0"x 5'-0" lSlttJs'l a:ng 2 ` 0 2'-6" x5'-d' P:rru4 3 I ca \ ! I 2-O'x 4'-0- A,.i'rtij 1 • -• U a c 7 7/ _ + �+ - II -' IS/ Y WRAP AUOr.I.:18iAM __-� x-�'. I ^ F 4'-ax:,i•O- HDi4ortis Sider I K C 6068 . , Dn e - - I t --. " G a'-O' ;:5'-O' H�I•zGrniSlidsr ? ,.P la E a - _ E -�. _ I f.� -4Voll In Existing r r-0Or i 0 F sue 3 �4 EXISTING BASEMENT 0 i 0 ( u j Window ` Q o Eatin PS '• , _ _ - real , t 1l 1� nrtsn:_d NatiiTo Dinin �qqli ='Y-'-' Lglydnate 1.1 © �Oi LT- so n: Be Pernoved re F �° �= t • •1 I ,"HF14RWAIL SGHEDUke Metal Rang-Glo,s Pun is - gu1tt�.lE SHEATHING N/{±I,lif,s TOP PL CONN, ,. . $�7L-nn, CeNL NOTES .a, BC!SIING 2X4 - I "' - EXtERIORVWALL .�'.'& - - - ^-. - J. 11 ' ^ -\- `- - , i) Ike-CD.XoROut(1)cACR 2d r .7,CPEN.EDGES LTPSe46^O.G, (2)34[1" i,2.6.9Ili 4' D �D I - O c d ,fW) g. FT11 D o.c. �,_ 7_,y,.• g ' '� ' - [SI C� - o o () 7M9'CO-XORO8B(1)FACS ita; RC. PELLEDGES LTP5@l6"O.G. g)r'-'d44" 2,3,6,9 Il qn �--• 1 • --- >F 4 ; Val-SF?y) C,Racl O C. V. {.. PO; 'Tit 11/22/16 s' CCHCREfE SLAB cZ - ® 1 "1'-t1, - ® t 0'.0'• l o () 7116°CD-X OR OSB(1) FACS B3.403.4 G PSI.EDGES LIPS€1W'O,t, etb-,-,, 22 2,5,7,8 \ e - b Solid Walls -} cs Cl ua: .I? ra:Etf3i D tM't..:, • 6 (� Are New .I `✓ 7M6"CO-XORO9B(1)FACI! gdr i/C,P.NLRDGES LTFsS12"0.6. €D5�`...'3Ca3� 2,3A,8,9 _ ill"' , I _ 6368. - .1' DN;:y, ttl.4•FIE�-0 >F'O L'. - . . . a Tit115N GRADE A End of Exisiling Deck K. ....ate...see _ .__:i_, - • • • • • w I ,`X ° ' - a! - - . - -- �� 9M8"CO.X OR CSS(71 FACS UdC,==�/, C.pm,goon LTP6taj18"O C. FDA=-r'Gi1t� 2,3,F,F,8,9 t � " t !,© Ed Pi 0 a: : .# Bert,}`I14,FIlul 6''Q � • ' ' -W FOUNDATION WALL ..� -- '-1 i7" 4'-0" I .1 J - 6'-4 1 /2' 4'-10 1/2" I C0 (D in..CO-X OR Ma(2)FAC4,) rid:sift f)C PNL PDGES LTP6�8^O.C. (.2}SO52'.590 2.3.4,5 8,9 ;tic Jim. -,f - -_. - / tIe .^IM FIELD 0I0•9t. f, ii: i: - f�-"�TIGHNNE STORM DRAIN 2-C/ �'�'� - -- _ - �0_ - Z S �� 7"M6 CO-X OR OSB(2)FACE iW,L..d 1}L, PNL ROOES LTP9Q8"O.C. ('f.)-t'{=2:800 2,3A,SA.9 , d..+ I e°a`aw; 41-0 less FoomwG-� ..}� - r '- u 13e,g..2'it ', FIELD diG"r: .Ito-I'11n A1.0 , DRAINAGE GRAVEL a Taiipc, oflnn !Ian A1.1 4' DIA.PERFERATED C' - 4. C1 ° ® 41432"CD-X OR OSS (2)FACE 91.1a "U:7.PNL EDGES LTPS€B"O C. (%t`�'446U0 2.345,8,9 T4:j/el Level floor Plan AZ 1 FOUNDATION DRAIN syrl*1c: Q 50cc4 ;�`O.C. HELD q�s"O.D. .M41r,. (oar Flaming A3.1 ( 16f82"CD-X OR OSS 2 FAC 50r '41.r,• Rap EDGES LTP (Ifegln- Suet Floor Plan AS.1 ' aip� g Metal RdHng-Gldss Partell ( 1 E •. 5®�q"O.C. ra6.- 5FR1608 2rT,4p,0,9 RCy3((!Rfr. A5.1 Typical Wall S c 1 f 1 {� Scale: 3/4"- 1' -- - % r . : - _ ---- 1 - 50K r:�'O.C:FIELD oowilS: • Q's6'i�.e ggley'S�'9 SfecUona A6.1 HOL may_ - -- - --- -_�- J I O MSTC32 " 0Ms-l-c48$3 ` � Main Peril Floor Plan O3 14DII2-SGS2.5 W/SS r°32= S (2)291 STUDS OR STHDIDISTHDsORJ __ - NOTES: O tiSKK,S-SDS2.T WI S$1324 (2121L STUDS OR STHD94f3THD14RJ f, .. 1. ALLEXTEMORWJIJI41`0BE VPE0U.N.O. OS �Ug_S1,S2,$W/SSfi32lsff4tc3'ROS'1' "" .- BLOCK ALL PAWL3E5 ��J 2.3. PROVIDE NOMRi0.L tc is AMThiG AT ABUTTnIG PNL EDGES RECEIVING Et&- NAi:,L1F(I d. PRONDE2gcLNLLFGES 0 HGW4 -SDSZ.sw/BfTIiGri+ wSwosT E 5, Oi~fSET PAIL ED665 Upper Level Floor t'iQ�1 • PROYlOE 1PY AS�44< W_B+t k3�tb^PEA EwasHERb,OR(2)isa �$' n.c 4 MSfC66 w °' D 2 5 r 10__ 7 PROVIDE 1!2"AB. 4�O.C.W"Id'Y!'ScS"PLATE WASH$OR A4 0 - t �� 9.• STUDS SHALL 13E SPA^.dV0 NO71SORE THAN I6"O.t.ItSFIFR3 8 HDU11 -SOWS W/SFicx3c1 ik iX6 POST Scale: 1 /4"= 1' ° - -. - - ' NOV 2 3 2016 f 11 STRUCTURAL CALCULATIONS FOR MOBLEY RESIDENCE (ADDITION/REMODEL) 5002 MacBeth Drive Anacortes, WA 2015 IBC November 17,2016 2016-1111 Prepared By: °> Michael L.Schemmer,P.E. 2032 N Avenue, Unit A Anacortes,WA 98221 (360)941-1607 P WAS 44, mispe.structures@yahoo.comel H�N��FP F > ///J MICH EL L.SCHEMMER,P.E. 1© ' fe4-5 -0r Za1 /6G 4--P(TegAL kJ/kin / n MfTkO r) i2xp f t = 27;O7 /S&sp) 'd.6 = LT4= r e7 --f"‘/.5r weivel pCP (.7 Ay,: sr� = a.77t p-c:. r-j fr 5 cr.irig dais/ice' = 6-,97 A.4zD/# 1' 0.5'41.5-14f,5f+ s p7*- A- 4-16 74 .'-‘1p75 tee iz = 54s-- 15E /i,s r(ff6 Z 7W 4 66 4I i t 7 Michael L.Schemmet,P.E. 2032 N Avenue,Unit A -- - - Anacoxtes,,WA 98221 (360)941-1607 mispe.structures@yahoo.com Michael L. Schemmer, P.E. Project Title: Mobley Residence 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2016-1111 Anacortes, WA 98221 Project Descr: SFR-Remodel/Addition (360) 941-1607 mispe.structures@yahoo.com ASCE Seismic Base Shear Flle=caUsersl0wnerlDOCUME-1lENERCA-1120EBB2-1.EC6 rC r�. ����rr A ENERCALC,INC.1983-2016,Bulld:6.16.6.7,Ver:6.16.6,7 4. L, K 6q U145 , .5 ��� ,, / bite f �.� . . . �. � .. . + . .c , ����.. ��<��-�1 >> . , ,fr:�..-> � . �.. <� .. ` lised'R tN16t)ael C�`�, a �rr� ������,: E � h �e f.�, � t. Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I, III,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7.10 Standard ASCE 7-10 11.4.1 Max. Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.0872 g,0,2 sec response Longitude = 122.620 deg West 1 0.4308 g, 1.0 sec response Location: Anacortes,WA 98221 Site Class, Site.Coeff. and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq, 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.772 ASCE 7-10 Eq. 11.4-3 S Di S M1213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System . ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System. . . Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R " = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B" Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C" Limit: No Limit Category"D"Limit: Limit=65 i NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct"value = 0.020 "hn" :Height from base to highest level = 20,0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x) = 0,189 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.189 sec " Cs Response Coefficient. ASCE 7-10 Section 12.8.1.1 S Dg:Short Period Design Spectral Response = 0,772 From Eq. 12.8-2, Preliminary Cs 0.119 " R" : Response Modification Factor = 6.50 From Eq. 12,8-3& 12.8-4 , Cs need not exceed = 0.367 " I" :Seismic Importance Factor = 1 From Eq. 12.8-5& 12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0,1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Ca - 0.1100 from 12.0.1.1 w(see Sum wI below) = 70.$0 k Seismic Base Shear V= Cs*W = 8.41 k 1 Michael L.Schemmer,RE. Project Title: Mobley Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID; 2016-1111 Anacortes,WA 98221 Project Decor; SFR-Remodel/Addition (360)941-1607 mispe.structures@yahoo.com e a :;><�„ . , secs\OWner1C.1983-2 11ENERCA 112OE6a2 1 EC6 File c lU ASCE Seismic Base Shear ENERCALC INC.1983 2016,6ulid 616.E 7 Ver 6.16,E 7 Lic,#:'KW-06010145..; ,`i;l:tc,000ee! Migh0.01..44achem W x'�-4ti _ Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.., Level# Wi;Weight Hi:Height (WI*HI)"k Gvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 35.40 20,00 708.00 0.6452 5.43 5.43 0.00 1 35.40 11.00 389.40 0.3548 2.98 8.41 48.83 Sum Wi= 70.80 k Sum WI*HI = 1,097,40 k-ft Total Base Shear 8.41 k Base Moment= 141.3 k-ft Diaphragm Forces:'Seismic Design Category"B"to"F" ASCE7-10 12.10.1.1 Level# WI Fi Sum Fi Sum WI Fpx;Calcd Fpx:Min Fpx;Max Fpx Dsgn,Force 2 35.40 5,43 5.43 35.40 5.43 5.47 10.93 5.47 5.47 1 35A0 2.98 8.41 70.80 4.20 5,47 10.93 5,47 5.47 Wpx Weight at level of diaphragm and other structure elements attached to it. Fl Design Lateral Force applied at the level. Sum Fl Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force©Level 0.20*S D*I*Wpx MAX Req'd Force @ Level 0.40*S [Al*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level Michael L,Schemmer,P.E. Project Title: Mobley Residence �f 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1111 1 Anacortes,WA 98221 Project Descr: SFR-Remodel/Addition (360)941-1607 mispe.structures@yahoo.com IBC 20151609,6.Alternate All-Heights Wind Flle= llserslOwner1DOCUME-11ENERCA-1120EBB2-1.EC6 tt ENERCALC INC 1983 2016 Builtl 616.6.7 Ver 616 6 7 t-rc#` 15,W-.06010145 " :, ' an r�'.;`.,V3W i agtiw„,, r:i.AVp.0s»1, ,L qe se M;sMrch " Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations: Analytical Values,.. 1609,6.1 (1): Total Height<=75 ft with(Height I Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure C -or- Fundamental frequency>= 1 hertz Mean Roof Height 22.0 ft 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26,8.2 1609.6.1(3): Site not affected by channelinglbuffeting from upwind items K1 = 0,250 K2 = 1,0 K3 = 1.0 1609.6,1(4): Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1(5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1,000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110,0 mph 1 slopes>45 deg,solid free standing walls&signs, per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig,27.4-8 MWFRS Table_per IBC,20151609.6.2, Section1 Design Pressure P = 0.00256 VA2 K C K z net zt WINDWARD WALLS&PARAPETS WALLS PARAPETSpsf Kz based on ibc 2015 1609,6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.850 11,33 19.24 2.90 27.67 33.73 33.73 20' 0.900 12.00 20.37 3.07 29,30 35.71 35.71 25' 0.940 12.53 21.27 3.21 30.60 37,30 37.30 30' 0.980 13,06 22.18 3.34 31.90 38.89 38.89 40' 1,040 13,86 23.54 3,55 33.85 41.27 41.27 50' 1.090 14.53 24,67 3.72 35,48 43.25 43.25 60' 1.130 15.06 25,57 3.85 36,78 44,84 44.84 70' 1,170 15.60 26.48 3.99 38.08 46.43 46.43 80' 1,210 16.13 27,38 4.13 39.39 48.01 48.01 90' 1.240 16.53 28,06 4.23 40.36 49.20 49.20 100' 1,260 16,80 28.51 4.30 41.01 50.00 50,00 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20151609,6.4,2 Item 2 0.916 Leeward Wall -14,48 -5,96 -23.57 3.12 Side Wall -18.74 -9,94 -27.54 1.14 Parapet Wall:Leeward Both Directions -24.14 Both Directions -24,14 i 1 r. Michael L.Schemmer,P.E. Project Title: Mobley Residence ,2032 N Avenue,UnitA Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1111 c" Anacortes,WA 98221 Project Descr: SFR-Remodel/Addition (360)941-1607 mispe.structures@yahoo.com IBC 2015 1609.6 Alternate All-Heights Wind Fi4e w� ,ess\o�,neaaacls E-11ENERCA 112093B2 SEC6 ENERCALC,INC.1983 2016,Build 616.6 7 Ver 616.E 7 Lic.#:KW-06010145 w r Af Jr .:, TR? .'-')ZAWASTA+l Licensee Mictiaat f,4 be. 8t'tf '', MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 item 2 = 0.916 Design Pressure P = 0.00256 VA2 K C et Kzl WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -18.74 -9.94 -27,54 -1,14 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -30.95 -22.43 -40,04 -13.35 Condition 2 -7.95 0.57 -17.04 9.65 Slope<4:12 (18 deg) Condition 1 -20.73 -11,93 -29.53 -3.12 Condition 2 -1.42 7.10 -10.51 16,19 Slope<5:12 (23 deg) Condition 1 -16.47 -7.95 -25.56 1.14 Condition 2 0.85 9.65 -8.23 18.46 Slope<6:12 (27 deg) Condition 1 -13.35 -4.54 -22,15 4.26 Condition 2 1,70 10,51 -7.10 19.31 Slope<7:12 (30 deg) Condition 1 -10.51 -1.70 -19.31 -7,38 Condition 2 1.99 10.51 -7.10 19.59 Slope<9:12 (37 deg) Condition 1 -7,67 1,14 -16.47 9.94 Condition 2 3.98 12.49 -5.11 21.58 Slope<12:12 (45 deg) 3.98 12.49 -5.11 21.58 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -30.95 -22.43 -40.04 -13.35 Roof& Overhang.Components&Cladding per IBC 2015 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 V"2 K C of Kzt Description Continuity Item Type Elf.Area Kz Enclosed Partially nclos yd ' No Discontinuity Gable, Slope<6:12 10.00 0.916 +: 0.00 0.00 : 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2015 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K C K z et zt Description ContinuityItem Type Z,Ht.Above Ground Eff.�Area Kz Enclosed Enclosed p yp Level,ft ft 2 No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.94 + : 29,14 38.46 -31.76 -40.80 Michael L,Schemmer,P.E. Project Title: Mobley Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1111 Anacortes,WA 98221 Project Descr: SFR-Remodel/Addition (360)941-1607 mispe.structures@yahoo.com Wood Shear Wall File=c:\Deers\Owner\DOCUME-1\ENERCA--1120EeB2--1.EC6 ENERCALQ INC 1983-2016,Bulldi616.10,31;Ver:6,16.10.31 I-ic:.#:KWr06010145 .; ,1,WiE1 !, Licensee„ Michael L.Schemmer;;P.E. Description: Wall line F General Information Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 Total Wall Length 4.0 ft Framing&Chord Material: Number of Storys 1 Wood Species: Douglas Fir-Larch(North) Story#1 Height 10.0 ft Wood Grade: No.1/No.2 Fc-Pill= 1,400.0 psi Ft-Tension 500,0 psi Fc-P&p= 625.0 psi E 1,600.0 ksi Specific Gravity= ).4901 SDC:Seismic Design Category : D Sheathing Main Sheathing Sheathing in 2nd Side SDPWS 2015 Construction Table: 4.3A SDPWS 2008 Construction Table: 4,3A Wood Structural Panels,Struct I,15132"Thk,1-1/2"Min Pen,10d Fstnrs Wood Structural Panels,Struct I,15/32"Thk,1-1/2"Min Pen,10d Fstnrs Nominal Seismic Shear Capacities(pif): Nominal Seismic Shear Capacities(plf): 6"Spac. 680 3"Spac. 1330 6"Spac. 680 3"Spac. 1330 4"Spec. 1020 2"Spac, 1740 4"Spac. 1020 2"Spac. 1740 Nominal Wind Shear Capacities(pif) : Nominal Wind Shear Capacities (pit) : 6"Spac. 950 3"Spac. 1860 6"Spac. 950 3"Spac. 1860 4"Spac, 1430 2"Spac. 2435 4"Spac. 1430 2"Spac. 2435 Chord Data Chord Member Size for each level: See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 4x6 Chord Cf: Comp: 1.0 Tens: 1.0 Max.Allow Stress Ratio: 1.0 :1 Chord Area= 19.250 in^2 All chords treated as unbraced out-of-plane of wall for story height Opening ID Dist to Opening Dist to Opening story ---> Left Edge Width Bottom Height . ft ft ft ft ft ft Cl Pi C1 ft ft ft ft ft Michael L,Schemmer,P,E• Project Title: Mobley Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1111 ---4_ Anacortes,WA 98221 Project Descr: SFR-Remodel/Addition (360)941-1607 mIspe.structures@yahoo.com Wood Shear Ullall Filerc:\Users\owner\DOCUME-11ENERCA-1120EBa2-1.EC6 i< ENERCALC INC.1963-2016,Build:616.10.31,Ver 616.10,31 t Luc #:.:KW-06010145'', y.,• Licensee Michael L.;Schermer;Fk:C Description: Wall line F __Applied Concentrated Lateral Loads Load Magnitude (kips) Load"Y" Location (ft) Dead Roof Live Live Snow Wind Seismic 10.0 0.0 0.0 0.0 0.0 5.454 0.0 Shear Panel Summary Panel Level Max Shear #Sides Shear Summary&Attachment ID # (kips) Load Comb Used Actual (pit) Allow Status Attachment Height/Width Ratio Actual Allow Notes P1 1 0.003 +0+0,60W 2 818.1 950.0 OK Use 6"at panel edges,12"in field 2.50 3.50 Side 1 hlb>2,Vs Adj Chord Summary Dist from CHORD DESIGN SUMMARY Chord Level Left Force #Req"d Member Stress ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 8.2 +D+0.60W 1 4x6 0.57 Comp OK Comp Values: Max.Down: 8.2 k Load Comb:+D+0.60W Max fc= 425 psi Allow Pc= 744 psi Tens Values: Max,Uplift: 8.2 k Load Comb:+D+O.60W Max ft= 425 psi Allow Ft= 500 psi User-specified anchorage device: C2 1 4.00 8,2 +D+0.60W 1 4x6 _ 0.57 Comp OK Comp Values: Max.Down: 8.2 k Load Comb:+D+0.60W Max fc= 425 psi Allow F'c= 744 psi Tens Values: Max.Uplift: 8.2 k Load Comb:+D+0.60W Max ft= 425 psi Allow Ft= 500 psi User-specified anchorage device: _ Chord Naming Information:C:Item is a Chord L:Followed by level number # Followed by chord number from left to right WL:Indicates Chord is on left edge of wall WR:Indicates Chord Is on right edge of wall Footing Information Footing Dimensions Dist.Left 4.50 ft fc 2.50 ksi Reber Cover 3.0 in Wall Length 4.0 ft Fy 60.0 ksi Footing Thickness 16.0 in Dist.Right 4.50 ft Width 4.0ft Total Ftg Length 13.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 1,390.56 psf @ Left Side of Footing 1,390.56 psf ....governing load comb +0.60D-0.60W ....governing load comb +0.60D-0.70E @ Right Side of Footing 1,390.56 psf @ Right Side of Footing 1,390.56 psf ...•governing load comb +0,600+0.60W ....governing load comb +0.60D-0.70E Footing One-Way Shear Check... Overturning Stability... Ca?Left End of Fig a Right End of Fig vu Left End of Footing 12.295 psi @ g, Overturning Moment 37.087 k-ft 37.087 k-ft vu @ Right End of Footing 12.295 psi Resisting Moment 41.496 k-ft 41.496 k-ft vn"phi:Allowable 85.0 psi Stability Ratio 1.119 :1 1.119:1 .•••governing load comb +0,60D+0.60W +0.60D+0.60W Footing Bending Design... (ai Left End 0 Right End Mu 24.127 k-ft 19.874 k-ft Ru 39.657 psi 32,666 psi As%Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 1,123 In^2 1.123 inA2 SIMPSON STRONG-TIE COMPANY INC. (800)999-5099 SIMPSON 5956 W.Las Positas Blvd., Pleasanton,CA 94588. P j fi } www.strongtie.com fr k..:. eleoWleo. as T Y„-.. Job Name: 2016-1111 Mobley Wall Name: Wall Line 1 Application: Garage Front Design Criteria: *2009 International Bldg Code *Wind *2500 psi concrete *Alternate Basic or Basic Load combination *ASD Design Shear= 544 lbs Selected Strong-Wall® Panel Solution: -r----___.___—.._._...gym.. ..- End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (in) L (in) Anchor Bolts (Ibs) (Ibs) SSW15x10 Steel 15 117.25 3_5 N/A 2-1" 100 i 5658 lb Actual Shear & Drift Distribution: Actual Allowable € Actual/ j Actual I Drift Model Shear Shear ; Allow Drift Limit -- _ — (Ibs) (Ibs) j Shear i (in) (In) — SSW15x10 — — 544 < 1145 OK 0.48 0.26 0.67 • 1-SSW15x10 is OK. Notes: -Check that wall height"H" plus curb height(above slab)will attain overall rough header opening height(top of driveway slab to bottom of header). Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 9 SIMPSON STRONG-TIE COMPANY INC. SIMPSON (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. Ap E4V'' t' www.strongtie.com z i V • 41 y s' ..z.. ,.+a�.r.-gone.._n.....,,..,,...,......,,,-,.,., a,.y.00...oi.o..w,...„w:.._,., w:.r..caa-..,....w..r•r_.,•.w...a...,...c.... T__.,.F...,.._..0.................. w,w...o.,.n...,u.rn»n.e.,. m... ,..r,.,...,...o:pow»..xe•.,.�...ra.,...r.x_.,,i.,c.e..-n..,..n......_.,_,.._, ....,,.( Job Name: 2016-1111 Mobley Wall Name: Wall Line 1 Application: Garage Front Design Criteria: *Slab on grade-Garage curb *2009 International Bldg Code *Wind *2500 psi concrete Anchor Solution Details: Minimum curb/stemwall SSWAB width per shear anchorage table.See following page. 3" Shear reinforcement when required lUll_ Illll llfI IIV a : .. ;:.. a < , a a • , { ? 5 — de . , o a e° 'd a, d a d '/2 W mn� ° ♦. "rI`'° a , —_ . d • •I 0.117 3"Or.Min.—, a . d0 d c a = a ° 4-i- 4_—l/2W- 111 I.4---1/2 W r ' ' '/2W ► S 1/2W ►I Perspective View Curb or Stemwall Section View (Slab not shown for clarity) Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: f Model W de S Anchor Bolt Strength Model i W de S Anchor Bolt , Strength SSW15x10 19 7 9.25 SSWABI Standard SSW15x10 1 16 6 9.25 SSWABI 1 Standard Notes: 1. Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Wind includes Seismic Design Category A and B. 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of /(..) , SIMPSON STRONG—TIE COMPANY INC. SIMPSON (800) 999-5099 :��'� r;� ram,g cry. 5956 W. Las Positas Blvd., Pleasanton, CA 94588, .,,S1b## S a ,ci www.strongtie.com r� .4s;,<r .� ,.., 1,1/42 I ( a.,+a--zac.+aa-m :+wvr:err..v>arv.a,r�.avus,x.aan-..xw..y,...ox-x.�.rrr_..wo......->..>..c.-...vn>,,.rx..ia:.>a.n.»u+.w->...ss.»..:.a.».. mcti•.*•nnvne.,err,n��r�_a.,:r�.vuer.,.:.>%n.�m�.r_•wne.seevnw..ae::n:rwanwv:s,rrrn.rnaus.ra.-s..»»s:a>r..cnrr.:..:+s>n.r.,awem>u,xuuv..a,n-x.>.y+..s..•v.:...r.,..a n....,.... STEEL STRONG—WALL® SHEAR ANCHORAGE Fotmdation shear reinforcement to resist shear forces from Strong-V aiSS panels located ai the edge of concrete is shown to the table below. The SSW12 and SSW15 used In wind applications do not require shear reinforcement when the panel design shear force is less than the anchorage allowable shear load shown in the table below. SEISMIC3 WIND' • ASD Allowable Shear Load V• Minimum Minimum Model Lt or Lb (Ibs); (In) Shear Curb/Stemwall Shear Curb/Stemwall Relntorcem,ent Width Reinforcement' Width 6"Minimum Curb/Stemwall 8"Minimum Curb/Stem/all (in) (In)• Uncracked Cracked Uncracked Cracked - SSW12 9 (1)#3Tie 6 None required — 1370 980 1605 1'145 - SSW15 12 (1)#3 Tie 6 None required — 1765 1260 2015 1440 I SSW18 14 (1)d3 Hairpin 8' (1)#3 Hairpin 6 Hairpin reinforcement achieves maximum SSW21 15 (1)#3 Hairpin 8' (1)#3 Hairpin 6 . allowable shear load of the Steel Strong-Walla panel, SSW24 , 17 " (2)#3 Hairpins , 8' } (2)#3 Hairpins , 6 i 1.Shear anchorage designs conform to ACI 318-05 and assume minimum f'o=2500 psi concrete. 2,Shear reinforcement is not required for panels Instated on a wood floor,interior foundation applications (panel Installed away from edge of concrete),or bracod-wall panel applications. 3.Seismic Indicates Seismic Design Category C through F.Detached 1 and 2 family dwellings In SDC C may use wind anchorage solutions. Seismic shear reinforcement designs conform to ACI 318-05 Section D 3.3.4. 4.Wind includes Selsmlc Design Category A and 8. 5.Where noted minimum curb/stemwail width Is 6'when standard-strength SSWAB is used. 6.Use(1)#3 tie for SSW12 and SSW15 when the Steel Strong-Weill'panel design shear force exceeds the tabulated anchorage allowable shear load. 7.The registered design professional may specify alternate shear anchorage, .n Llr Min, ►l Lt r Jr \� \ �4"Min,--► s. 3 " ��\\\\\\�y oiiiiiiiiiiiiiill�iiiiiiii%%iiiiiiiiii%%iiiiiiiiii%%i iialaiii/ 3' ��_,1.. „!!7 �/// i SSWAB #3 Hairpin Field tie and secure during SSWAB #3 Tie Field tie and secure grade 40 rebar concrete placement.Overlap grade 40 during concrete (Min.) varies with bolt spacing. rebar(Min.) placement Hairpin Shear Reinforcement Tie Shear Reinforcement SSWAB #3 Hairpin(#3 tie similar), see table for required quantity. 1,/2"CLR '..., ii/z"Spacing d� • • ' rtI, • 4 • • • o. •d • 4 • • • • A igi S4"I , nr yryrr rini w, uue rm,-444ri• UV' Hairpin installation (Garage curb shown,other footing types similar) Page 3 of . -N.— I I I i A tc) 0e-6-Slider7.7...mumm"m. (e) 6'x3'-6'Slider Closet c Picket Railing q I 5'-0" 1%9" 5-3 1/2" 4'-I 1/2" 5-10" Dashed Walls To o CO / / ,i / Be Removed -o. O Dn p _ _ _ _ _ Master Bedroom 6 4 her ` 3cD 286III fFN 2'-1 1/2 - 'x `,-' Smoke Detector vro Kohler ® co "en 4P.x3 3 o_ atm Office r ' `-a246 L `° CV Q a U O0 to - 7 S 4'-17. tic 'o ® � � a a - ' ci f ' I vfo m m o t r r: \ ` ' Smoke7 / N ii Deteeta/• JfT ::e00r°sBathroom3' " fi Arf Rod .c o o �,'1 Qo - B'-0" ' �,�. l m 7 b. vN —J :p G -liNn Bath rg 2'-5" Irovt r Closet •. Closet i Laminate ZiOWID - �, lc�yN9` 8 Ceding y _�DoI\\N___ 9 (eI f a1--1-6 .. I rk (5541 n P :,Q lam? p l 1 \ \_ 8 ���• ' 2468 _ On o ■ c-- \ \—r ,' 2.�., y '.'-8 1/2" 4'-0" 1. 41-0 1/2" 1 I I i rr / / rI 'O N CO/Smoke Molecfor Entry "' - ) Bathroom3' 4" 17-6` Coiling DID® o o ZEe i — J f \ U Bedroom 2 Smoke e Dior �� f (7 a 8' Ceilinget - 5' to N .z laminate 3068 < B F. as 41_4" 4._4". 11'-0" 10'-1" I fa , _ 1/4, Kitchen 1 Cov- Enhy ?. t 8' Ceding \ • O O 9 a Synthetic / O o On^ ( E'� r _O 0 'f. lis �p ' '; a 9 Kitchenette Living I Shed Roof o° W ��' M C9 !l x 8' Ceiling Over Entry �� Laminate N Laminate ��I c \ v 0 Living to \le' co irilJ ` iLksis v iir /eCa4 1 � . , Dn i 6068 r — n •a V, .s— Wa(Nn Existing L �` v Window o 0 •.:•--, ro-- { \ si O x x c c Eating Nook " _ \ El 8'Ceillnq [a Balcony °' Dashed Walls To Dining in Laninate t-... a) Removed — PVC Baled P 19 \ \ Metal Railing-Glass Panels -3- r I D D c � o - a 4-9" 5-3„ \ I I l ,a n it �e :ect‘, / Q ? f I2'-0" f 10'-0" 1 c o , .1- ti'� Solid Walls e I C Are New II / 4c-68 A End of Existing Deck T A ; e m G C �, �'- 0.. 4'-3" (.34 2" . 4' . 0 i/ a r' �. �Nt , a' r 24'-0"� b04b a 31-0" / r M cm.fie Deck ° --- , a Synthetic I f Q in r4 A 4. foundation & Wall To I I I I Dashed Walls To o. Den Stairs To Floor Above Be Removed� o`. 3e Replaced With 0 flew Per Drawings \ ,l - - - J`_ — = — J Bedroom 3 s. New TanktessI e Water Heater To l Service Addition. —Y-1 Instal Per Code 's ( 6. Regs Workbench - I L O 7 Solid Walls SmDetector Are New Bath i `m 7• r n \ 5'-4" 3•-6 3/4- r c rip 8. �' \ ® U co Closet 4 Storage/Shop N 1 t' Ceiling Bearing Wall Dn Q Concrete "' ` I a \ Mech/ y Open Area — iJl I Storage ` Under Entry :n \ From This Side a Entry \ iu L) M ; 12'-6"Celing u' O '— " " ?, b T e V , n - - - v Dashed Walls To '•o \ I I e P TC CO/Smoke Be Removed - Iiirli 3068 ~ \ Detector - - a• _ — 3 - 4'-4" 41-4" / Cove Entry Z 8' Ceiling Tile On � Garage O \ F �I��.S fr ) ti ConcreteOfr: �? ost 'Workshop a .?ram �I N ` ! aJ bA di + i P b _ 1 a PI 4--> �. ._. _ Iii _i F — 1 --1 =� ' 1 tea, �g Put. " D �, I— — -� 9 , l _ taIAA I te r--- Mom' X r .) ri Colum - I /� � "� � L 1"9 le • PWRa `- y \ � 0 // (etM„ to 'n X 8-0 et C to s U �� . f - .' fT \ c tin 'f (e)6068 re) Ake Fic (e) exa' Pie (e1 4'x4' Fic � I�M ^�+ V � }�C N - t r ti/ 1 NI 1 � 9; r_ ; •6 Cam, , Gthi ° Q\( se? 0! l &C'T t1'-6" 16-0" t'-lo" 2'-s' ` On Concrete Patio Q J ( / I" 4 I I/4" OIA. 1 r - - - 1 r •— •'• - 1 r - - - , CONTIt.UOI A I I I I I f _ I CII I 0 I 0 ' 1 \ TERMINATE HANORAil. I I Floor Above I I I L _ II AT NEWEL POST DOUBLE ti < -'t J C• t 'at" C. I U b 0I n C i u - _ r — I 2 I r I ~\ I - v I 1 :� I 1 .) I 10 r �' D �f I -- . . I I I I of r SHEARWALL SCHEDULE MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES O 7/16"CD-X OR OSB(1)FACE 8d@6"O.C.PNL EDGES LTP5@16"O.C. (2)16d@12" 1,2,6,9 8d@12"O.C.FIELD O.C. O 7/16"CD-X OR OSB(1)FACE 8d@4"O.C.PNL EDGES LTP5@16"O.C. (2)16d@8" 2,3,6,9 8d@12"O.C.FIELD O.C. O 7116"CD-X OR OSB(1)FACE 8d@3"O.C.PNL EDGES LTP5@16"O.C. SDS25312@ 2,3,7,9 8d@12"O.C,FIELD 10"O.C. O4 7/16"CD-X OR OSB(1)FACE 8d@2"O.C.PNL EDGES LTP5@12"O.C. SD525500@ 2,3,4,8,9 8d@12"O.C.FIELD 8"O.C. O 7/16"CD-X OR OSB(2)FACE 8d@4"O.C.PNL EDGES LTP5@10"O.C. SDS25500@ 2,3,4,5,8,9 8d@12"O.C.FIELD 6"O.C. O 7116"CD-X OR OSB(2)FACE 8d@3"O.C.PNL EDGES LTP5@8"O.C. (2)SDS25500 2,3,4,5,8,9 8d@12"O.C.FIELD @10"O.C. 0 7/16"CD-X OR OSB(2)FACE 8d a 2"O.C.PNL EDGES LTP5@6"O.C. (2)5DS25500 2,3,4,5,8,9 8d@12"O.C.FIELD @8"0.C. 0 15/32"CD-X OR OSB(2)FACE 10d@3"O.C.PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 10d@12"O.C.FIELD @8"O.C. O 15/32"CD-X OR OSB(2)FACE 10d@2"O.C.PNL EDGES LTP5@4"O.C. (2)SDS25500 2,3,4,5,8,9 10d@12"O.C.FIELD @6"O.C. NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE O U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x3"x3"PLATE WASHERS,OR(2)16d @ 8"O.C. 7. PROVIDE 1/2"A.B.@ 24"O.C.W 114"x3"x3"PLATE WASHERS,OR 8. PROVIDE 1/2"A.B.@ 12"O.C.W 1/4"x3"x3"PLATE WASHERS 9. STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. HOLDOWNS: MSTC52 2�> MSTC48B3 HDU2-SDS2.5 W/SSTB20&(2)2x STUDS OR STHD10/STHD1ORJ HDU5-SDS2.5 WI SSTB24&(2)2x STUDS OR STHD14/STHD14RJ HDU8-SDS2.5 W/SSTB28&4x6 POST HDU14-SDS2.5 WI SB1x30&6x6 POST • MSTC66 • HDU11 -SDS2.5 W/SB1x30&6x6 POST , �5 _ I(:HAE;L . scHgrim tER;p;E. - .. :._... 9 () / ' ei Gc. • f4 2 . 1.i-x.6 b 1 - r Ht, • ,,N . . ) ,.. -L----e . . 6eio..,:,,,-,_ Wz. )(is— - I co 4.11/, , , ... .._. .. . .. .... :. ., . . . ... .. . . . _6:Ai Xt_i_J7-d." 0 '1.4r7t/4 :1. , ,#..pi,, • . --t , : j),,,.. .,,,,: . .' ;.....„ --1-,,/,00 .4,_! ; ,' . ! , - , J . . ./, 1 ~ ,,,,� ',' - 2 . , t,7-7„,-ii„,,, 4„ . 9 1 ' (1)./7fr. :•c,.15-844.4 _ . , , .i . . ..„ . . . , • - ,14F4 0 F ' ./r ' /56 - . . hz, r 6C) :I/ : . L-77 . _ .p/o. ,--.....ri,,/,,,i7e-,-._ t_.gx.44,0:-.1 hiri;ii , 4,,,,,,s . . - ' .' 1 Rig/4 . ' L/C"71$_:--d ' '- -01 — V X:15 1-4,,,g,4:,* 1 t � r . .... •y�� 7'/ f k'�f t' �S� �`^. 0 . . 11-44,:if.7 1 --- �-- - Michael L. Schemmer,P.E. .. . . 2032 N.Avenue,Unit A . .Anacortes,'WA 98221 . . ..(360) 941-1607 nilspe.structures@yahoo.com Michael L. Schemmer, P.E. Project Title: Mobley Residence i 1;, 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2016-1111 Anacortes, WA 98221 Project Descr: SFR- Remodel/Addition (360) 941-1607 mispe.structures©yahoo.com File=:caUserslOwner\DOCUME-1IENERCA-1120EBB2-1.EC6 Multiple Simple Beams File INC 1983-2016, Build 6.1610. Verb 1610,31 . ,r, : a,3VyJ r•Y): rA� ( ♦ ,.� 3J f x.f Y)i.,,.- r ;; f9, �. � is 1<d i � .Qr 6,:� i :i5^ �s :�. i �L;ic �# :K11.11,Q6Q.1.U1.45� �r . .... .,, �.. 3 . .�y,. . �,� ..:. � .<. . :� t�s�.,,. .,��:�.. .1-' . , . ... �;.�;tlll� ,t� . , . �t..ml�lrt r Description : Wood Beam Design : BI Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 5.125x21, GLB, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F -V4 Fb-Tension 2,400.0 psi Fc- Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb-Compr 1,850.0 psi Fc- Perp 650.0 psI Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Unif Load: D=0.1580, L= 0.420 k/ft,Trib= 1,0 ft Design Summary ' Max fb/Fb Ratio = 0 493. 1 D(01580 140.420) fb : Actual : 1,114.00 psi at 11.000 ft in Span# 1 `.�3 ;--, u • ',.. �. M.; , ''r : f} ..:� s4 Fb : Allowable : 2,258.85 psi Nvrtsi!„t ,v.�, : � �;I �,. ba e,.. ,. � ,.,.;,• �,, Y; pp z,x a � 3Ct� `.,�).x '�/'.•fk�'�...�^F{Z.. �''w r,t.�,�` &,,,h)�;�� •��_ .. � ��� "°, �.MrC, Y^; Load Comb , +D+L+H `�'' , , .,, .: ,�c> ,�, 4 � � 4 1 Max fv/FvRatio = 0.283 : 1 22.o tt, 5.125x21 fv : Actual : 75.03 psi at 0.000 ft in Span# 1 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Li- S W E i Downward L+Lr+S 0,313 in Downward Total 0.430 in Left Support 1.74 4.62 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.74 4.62 Live Load Deft Ratio 844 >360 Total Deft Ratio 613 >180 Wood Beam Design : B2 Calculations per NDS 2015, IBC 2015, CBC.2016, ASCE 7-10 BEAM Size : 5.125x21, GLB, Fully Braced 1 Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F -V4 Fb -Tension 2,400.0 psi Fc- Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31,20 pcf Fb-Compr 1,850.0 psi Fc- Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Unif Load: D=0.210, L= 0.560 k/ft, Trib= 1.0 ft Design Summate ' Max fb/Fb Ratio = 0 657. 1 D(0.210 L(0.560) psi at r T:z::::9 fb : Actual : 1,484.04 p 11.000 ft in Span# 1 {:,,, .�,��..�; <�,�; r>,�<•��'�4F s ,, A s<�:.�`�F <<r Y z,,.. ,�„ .y�,� �.aswo. , J; Fla : Allowable : 2,258.85 psi ' .T "� "- c ' 77 5 + y `fit^. r vie Load Comb . +D+L+H w,,i, i ,�W �''43r',� `�4w z:P.at� . _,. Max fv/FvRatio = 0.377 : 1 fv : Actual : 99.95 psi at 0.000 ft in Span # 1 22_0 ft, 5.125x21 Fv : Allowable : 265.00 psi I , Load Comb : +D+L+H Max Deflections Max Reactions (k) L Lr s W E H Downward L+Lr+S 0.417 in Downward Total 0.573 in Left Support 2.31 6.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.31 6.16 Live Load Defl Ratio 633 >360 Total Deft Ratio 460 >180 Wood Beam;Design;: B3 Calculations per NDS 2015, IBC'2015, CBC 2016, ASCE 7-10 i BEAM Size : 5.125x18, GLB, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F -V4 Fb -Tension 2,400.0 psi Fe- Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb - Compr 1,850.0 psi Fc- Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi , Applied Loads Unit Load: D=0.210, L=0.560 klft,Trib= 1.0 ft Design Summary Max tb/Fb Ratio = 0 578. 1 sc D(0 210 L(o 564) fb : Actual : 1,362.20 psi at 9.000 ft in Span# 1 ; vyw . ;M so. I - k � , -_ Fb : Allowable . 2,340.44 psi ; " � ' ,. pn-.z Load Comb . +D+L+H re : �, ., ;:` .'10!P rrE. .m z. .=.^.,.4,1c , Max fv/FvRatio = 0.357 : 1 fv : Actual : 94.65 psi at 16,560 ft in Span# 1 18.0 St, 5.125x18 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.297 in Downward Total 0.408 in Left Support 1.89 5.04 upward L4Lr.'S 0.000 in Upward Total 0.000 hi Right Support 1.89 5.04 Live Load Deft Ratio 728 >360 Total Deft Ratio 529 >180 Michael L. Schemmer, P.E. Project Title: Mobley Residence ig 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2016-1111 Anacortes, WA 98221 Project Descr: SFR - Remodel/Addition (360) 941-1607 mIspe.structures@yahoo.com File caUsersl0wner\DOCUME-1lENERCA-1\20EBB2-1.EC6 Multiple Simple BeamENERCALC, INC. 1983 2016, Build:6.16 10.31,Ver:616 10.31 G, %.J 1 t,.t':✓ 1 is%. ':lY i)/n:f f -'.f[, .n tr,' ¢( A f ..r,'F Y: r;�T d� �! ,r, / i :C / r j I., '3'<k K ,{, }� � �,,, ;< �.:� <� , ,;<. y� f t� ; � u�c1 1'> <s. ,� 4r�r. , ,Lice.$��, MFichae ,L.;: cf��i#ai>n�r�..�t��.� Lie.#;: ..:` ,...-.,..>:Y ,--: :t. ..:..,,.,.n.:�S «.l.f+•5.� :7�. ,. ,- ..':�S,�c,9vin ih -.r.l4�.e� a . .,. n/,t -,. . 71.4. f. T�. .. Wood Beam Design : B4 . Calculations per NDS 2015, IBC'2015, CBC 2016, ASCE 7-10 BEAM Size : 5.125x16.5, GLB, Fully. Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F -V4 Fb -Tension 2,400.0 psi Fc- Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb -Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Unif Load: D=0.1550, Lr=0.20, L=0.420 k/ft, Trib= 1.0 ft Point: D=0.480, S=0.80 k @ 12.0 ft Design Summary Max fb/Fb Ratio = 0 830 ; 1 ...Ivo, psi at D(0 1550)Lr 0 201L(o 420) fb : Actual : 1,921.10 p 11.367 ft in Span # 1 Fb : Allowable : 2,313.99 psi `. . ,�� � i�rrn-,�'j� �..��� tl,0 ;; 1.;�ztits r,. �,,�li e. F i w.er �7.+',�!r' f` r! ..a.�r. �ti�Y f �!�`,5��� �yoa. Et.' C F• 4, 1 '�/ sY Load Comb . +D+L+H 4 ,-mtr " " 1..3.� . ' 4.4., a- J , a�1 l �•,,,, .;crr,/. ,1 4,r, . •rw%13Sf 4 Vt,i' Sx t 'L414 .:q' -(� Max fv/FvRatio = 0.390: 1 fv : Actual :• 103.38 psi at 20.680 ft in Span # 1 22.0 ft, 5.125x16.5 Fv : Allowable : 265.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) a L Lr s W _ ri Downward L+Lr+S 0.644 in Downward Total 1.004 in Left Support 1.92 4.62 2.20 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 4.62 2.20 0.44 Live Load Defl Ratio 409 >360 Total Defl Ratio 262 >180 Wood Beam Design : B6 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Hem Fir(North) Wood Grade : No. 1/No. 2 Fb -Tension 1000 psi Fc- PHI 1450 psi Fv 145 psi Ebend-xx 1600 ksi Density 28.7 pcf Fb - Compr 1000 psi Fc- Perp 405 psi Ft 575 psi Eminbend -xx 580 ksi Applied Loads Unit Load: D=0.060, L= 0.160 k/ft, Trib= 1.0 ft Design Summary Q(0.060 L(0.160)_ Max fb/Fb Ratio = 0.157. fb : Actual : 188.07 psi tat 2.670 ft in Span # 1 ., ii�yd ' r' '"�- sV M� L r `-. Fb : Allowable : 1,200.00 psi _; 04 ;- z i r .M • a ,,: ,. -;.. _ :.C,. '., -TC4t:; Load Comb : +D+L+H Max fvlFvRatio= 0.182: 1 fv : Actual : 26.33 psi at 5.250 ft in Span# 1 Fv : Allowable : 145.00 psi 6.0 ft 2.0 ft, 4x10 Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.009 in Downward Total 0.013 in Lett Support 0.16 0.43 Upward L+Lr+S -0.006 in Upward Total -0.008 in Right Support 0.32 0.85 Live Load Defl Ratio 7684 >360 Total Del Ratio 5589 >180 Wood Beam Design : B7,B8 Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 BEAM Size : 5.125x12, GLB, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F -V4 Fb -Tension 2,400.0 psi Fc- Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf Fb- Compr 1,850.0 psi Fc- Perp 660.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Unif Load: D=0.140, L=0.40 k/ft,Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.341 . D(0.140 L(0.40) fb : Actual : 819.03 psi tat 5.578 ft in Span# 1 s . ��. 8""'*. s. ,,, - ``'- •'� 4,47 `P�rt" � .z.::,,,, Fb : Allowable : 2,400.00 psi zi ,- .x„.en l•VL -'`(�}� -� ���� { �t� x.F �, _ �I h� >t r$ ��tc r,I1 Y�,�Mt +e Load Comb : +D+L+H • ' Max fv/FvRatio = 0.294: 1 A Ali fv : Actual : 78.02 psi at 11.500 ft in Span# 1 11.50 ft 2.0 ft, 5.125x12 Fv : Allowable : 265.00 psi _ Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W. E H. Downward L+Lr+S 0,111 in Downward Total 0.150 in Left Support 0.78 2.23 Upward L+Lr+S -0.057 in t 1pwarri TrAt l -0.077 in Riyl a Support 'I.1 1 3.17 Live Load Del Ratio 842 >360 Total Deft Ratio 624 >180 Michael L. Schemmer, P.E. Project Title: Mobley Residence I ,P 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project 1D: 2016-1111 Anacortes, WA 98221 Project Descr: SFR - Remodel/Addition (360) 941-1607 mispe.structures@yahoo.corn Multiple Simple Beam File=c:\Users\Owner\DOCUME--11ENERCA-1\20E8B2-1.EC6 p ENERCALC, INC. 1983-2016, Build:6.16.10.31,Ver:6.16.10.31 74 tic,../P: if 11.:060.1 0145 ,.., ...,! t„ ',- ',, , '- V,.•7 (4A k it, .s...F P_',',.`•4,;,,ei ;f ;ry>,:,;...:.. .i.. /11! .;, ;4:Lioeris.• ,;i 0 -'' Q fj i IiiiO.; E.T, Wood Beam Design : B9,B10 Calculations per NDS 2015,IBC 2015,CBC 2016, ASCE 7-10 BEAM Size : 6x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : Hem Fir(north) Wood Grade : No.2 Fb-Tension 675.0 psi Fc- Prll 475.0 psi Fv 135.0 psi Ebend-xx 1,100.0 ksi Density 28.70 pcf Fb-Compr 675.0 psi Fc -Perp 405.0 psi Ft 325.0 psi Eminbend -xx 400.0 ksi Applied Loads Unif Load: D 0.210, L= 0.350 klft, Trib= 1.0 ft Design Summary D(0 210 L(0.350) - Max fb/Fb Ratio = 0.657; 1 *NOV"', , A h e ,� �� K fb : Actual : 443.46 psi at 4,000 ft in Span # 1 a`�� °"s" �vr, °`v'` ' s ' �` ` '� ` c ,,,"''b;' x,.it°^$ ry"�� Fb Allowable . 675.00 psi tK x `F' Load Comb : +D+L+H n �:, Max fv/FvRat(o = 0.302. 1 fv : Actual : 40.73 psi at 0.000 ft in Span # 1 Fv : Allowable : 135.00 psi 8.0 It, 8x12 Load Comb : +D4-L+H Max Deflections Max Reactions (k) D L Li: s w E H Downward L+Lr+S 0.042 in Downward Total 0.068 in Left Support 0.84 1.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 1.40 Live Load Defl Ratio 2269 >360 Total Defl Ratio 1418 >180 Wood Beam Design .: B11,B12 • Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 5.125x10.5, GLB, Fully, Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F-V4 Fb-Tension 2,400.0 psi Fc- Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.20 pcf Fb-Compr 1,850.0 psi Fc- Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Unif Load: D=0.070, L=0.240 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0 348 . 1 D(0.070)L(0 240) fb : Actual : 834.48 psi at 6.500 ft in Span # 1 �„ ' , * ' 'w�; ' _. - t 04 114 Fb Allowable . 2,400,00 psi s v �0--X04 _ . .., .r. rt t w ti Load Comb : +D*L+H g Max fv/FvRatio = 0.184: 1 fv : Actual : 48.68 psi at 0.000 ft in Span# 1 13.0 ft, 5.125x10,5 Fv : Allowable : 265,00 psi - Load Comb : +D+L+H M� ax Deflections Max Reactions (k) fl L It a 1N E ti Downward L+L.r+S 0.174 in Downward Total 0.225 in Left Support 0.46 1.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.56 Live Load Defl Ratio 895 >360 Total Defl Ratio 693 >180 A5.1) �� Shed Roof I I s. L J r - I 6. Gable End _ _ _ - - - Ott_- 1 ' 0 r o _V..) 7. t1 4 1 4 m 11 I I ti 4/12 Slope I 4/12 Slope — — �— — — — I a- ) .... a IL — ,o�°r� a) * t4 4ioy I t r -- - a { �J 9! I I I ill 1 L `c.t ii v. 0. �T= , 4 � l i IL _ - -_ JL _ — _ II I _LIT__ _II. II II II II r ,00. `C tl 4 II L. — — - I { �Sc�°` Ridge linew' Ridge Vent I--- r. -. - - , r r 1 Il 9 II I1 I II ^ - - -Itli - - - . f1 � L — _ — �� � f I II TO I I i t L .- ; ,Jf _ -" 2 D m a.o E o > i rN O to I I 2ce of I I ry 41 c I- b k > II U m 4 `vim ro -o °� as 13 3 x `� e C \_ to 1 I. - - - D '' m r � - - � a 4/12 Slope 4f l2 Slope 1 q l +—� I. -_ .125xI0.5GLAM 12 i r 11 2 II n Ix Chimney / r, f 1 ' x Chase �► -- I ' 1 II co r - - -) r - -1 INSULATION PER CODE .- 4 SIDIN< Gable End I t — 1 I 1 HURRICANE CLIP PER TRUSS I v {H2.5A OR SLVIILARJ �� II I 4 4/12 Slope 1 I I Covered Door Entry I I f � AS.l I I +j ' 1 L. — J _ L_ — P -� eI a--- _ _ Gable End • 1 c d i'l y TRUSS PER PLAN 3s a g ASPHALT SHINGL c 0304 FELT INTEP,IN. TRUSS ROOF TJ BE ENGINEERED BY TRUSS • CO z 1 /2'OSB SHEATH MANUFACTUFE TRUSS PLAN TO BE SUBMITTED TO CITY PRIOR TO INSTALLATION. I I VENT BAFFI A L - b db dam. * -ram r - � I d"- VV/ 1" MINI! Gable End ci bl .S.*: .,...see/ ig n 0 c--) 0 0 o'1/41%.„ .....". / )Liciocucti. , ,� ` f. t a Landing Supports t JOISTS PER PLAN I �. -- -.-- -- 1 12.;12x12 Pier Pods w/treated 4x4 Post i I I I FLASHING TO BE INSTALLED I I --- _ _ ---_ -_•- I CEDAR OR SYNTHETIC DECKING --- " `^l - I 1.25'Rlm Joist@ Perimeter Mil Treated2x8's @ I6"O_C. I -� - Y- -~ - - -- - r-I- I -?- I--I-4-d- -�--I- I ---1---I---I--I -4_-!, WI I t I i t I I i I { I l I I I I II I It 11 ri ��.Will IIil►—+-•�► N I I I I l i I I I I I I I I I I it �._._._._------ -t -._._._. 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Project Title; 2032 N Avenue,Unit A Engineer: Prolect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013, 7:09AM Cantilevered,Retainin Wall FOe- ltlsesslMichaei\DOCUME� NERCA-11209A8A-1.EC6 ..y1 g EN�RCALC;INC..19$3-2ot3,8u14d:6.13.8,31,Ver:6.13,8.31 ; 1 iQ stir ii.. a< w¢ kv °ul' W& Description; 9'6"wail,6'unbalanced backfiO Criteria Soil Data Calculations per ACI318.05, ACI 530-05,18C 2006, Retained Height - 7.00 ft Allow Soli Bearing = 2,500,0 psf CBC 2007,ASCE 7-05 Wall height above soil - 2,50 ft Equivalent Fluid Pressure Method Slope Behind Wall - 0,00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure - 35.0 psf/ft Water height over heel - 0.0 ft Passive Pressure = 389,0 psf/ft Vertical component of active Soli Density,Heel = 110.00 pat Lateral soli pressure options: Soil Density,Toe - 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance, Soil height to Ignore USED for Overturning Resistance. for passive pressure = 12.00 In Surcharge Loads i Lateral Load Applied to Stem i Adjacent Footing Load Lateral Load - 0.0 plf FootingLoad = 0.0 ibs Surcharge Over Flee! = 0.0 psf Adjacent Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width = 0,00 ft Surcharge Oyer Toe - 0.0 psf .,,Heigh)to Bottom - 0,00 ft Eccentricity = 0.00 In Used for Sliding&Overturnin Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load 150.0 ibs at Back of Wall Axial Live Load 5 250.0 lbs Wind on Exposed Stem a 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity - 0.0 in Design Summary Stem Construction Top stem stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1,79 OK Wall Material Above Ht" = Concrete Sliding - 1.62 OK Thickness In= 8.00 Rebar Size = # 5 Total Bearing Load - 3,057 lbs Reber Spacing In= 18.00 ...resultant ecc, - 9.10 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe - 2,351 psf OK fb#F13 Ufa#Fa _ 0.722 1 Soil Pressure©Heel = 0 psf OK Total Force @ Section ibs= 1,344,0 Allowable = 2,500 pet Moment....Aotual ft-1= 3,102,0 Solt Pressure Less Than Allowable Moment..,.Allowable ft-1= 4,423,2 ACI Factored @ Toe = 2,898 psf Shear Actual psi= 22,4 ACl Factored @ Heel - 0 psf Footing Shear @ Toe - 6,8 psi OK Shear Allowable psi= 75,0 Footing Shear @.Heel - 15,3 psi 0K Wall Weight psf= 100.0 Allowable = 75,0 psi Rebar Depth 'd' In= 5,00 Sliding Cates (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force _ 1,050,0 lbs Lap k embedsplicb if below In= 7,47 less 100%Passive Force = • 583.5 lbs HaarData into footing in= 7,47 less 100%Friction Force = • 1,122.0 ibs Concretteo Added Force Re 'd - 0.0 lbs 0K fc psi= 2,500.0 q Fy psi= 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1,600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1,000 ,rnVIIOW L.JUI IIli:1W,r',t, Project Title: 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed'27 NOV 2013,7:00AM Cantilevered Retaining Wall File=oaUsers1MIchael\DOCUME-11ENERGA-11209A8A-.1,EC6 ' } c /yryA 0 Mtn ENERCALC,INC.1983-2013,Bulld:6.13.8.31,Ver.6,13:8.31 Description: 9'6"wall,6'unbalanced bactdill Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,898 0 psf Total Footing Width = 3.26 Mu':Upward = 1,263 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 156 1,384 ft-lb Mu: Design = 1,107 1,384 ft-lb Key Width - 0.00 In Key Depth - 0.00 In Actual 1-Way Shear = 6.80 15.33 psi Allow 1-Way Key Distance from Toe - 0.00 ft Shear = 75,00 MOO psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined LSummary of Overturning&Resisting Forces&Moments J OVERTURNING..... ...,.RESISTING..... Force Distance Moment Force Distance Moment item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,219.2 2,46 2,997.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46,7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load = Axial Dead Load on Stem = 150,0 1.33 200.0 Added Lateral Load = *Axial Live Load on Stem - 250.0 1.33 333.3 Load @ Stem Above Soil = Soil Over Toe = 0,50 Surcharge Over Toe = Stem Weight(s) = 950,0 1.33 1,266.7 Earth @ Stem Transitions = Total = 1,050.0 O.T.M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 ResistinglOverturning Ratio = 1.79 Key Weight = Vertical Loads used for Soil Pressure= 3,056.7 lbs Vert.Component = 3.25 'Total= 2,806.7 lbs R.M.= 5,258.0 I *Axial live load NOT Included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. , Project Title: 2032 N Avenue,Unit A Engineer; Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed:27 NOV 2013,7:08AM • Cantilevered Re#aiding Wall File=c:IUserslMlchae6DOCUME-11ENERCA-11209A8A-1.EC6 1 ENERCALC INC 1983.2013Sulld:6.13.8.31 Ver 613 8.31L14 K1(rr,Q6U}A� ,Sx E xf 1" YsA Tri ti ,, rkitaexAN' ." aMAK '.i41Oe'fise.^l 10t17d.Pa laE:k1 et. t'e,.A `."'1 Description: 9'6"wall,8'unbalanced backlit( Criteria Soil Data Calculations per ACI 318-05, ACI530.05,iBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35,0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psffft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soli Density,Toe = 0,00 pcf NOT USED for Soli Pressure. Friction Coeff btwn Fig&Soil = 0,400 USED for Sliding Resistance, Soil height to ignore USED for Overturning Resistance, for passive pressure = 12,00 in ' Surcharge Loads Lateral Load Applied to Stem _Adjacent Footing Load Surcharge Over Heel = 0.0 psi Lateral Load - 0.0 pit Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning „,Height to Top - 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0,0 psf ,..Height to Bottom = 0,0011 Eccentricity = 0,00 In Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft , Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 150.0 lbs = 0,0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf at Back of Wall Axial Load Eccentricity = 0.0 In Poisson's Ratio - 0300 Design Summary Stem Construction Top Stern end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.15 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.51 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 4,986 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc. = 10,71 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,243 psf OK fb/FB+fa/Fa = 0,264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240.0 Allowable - 2,500 psi Moment.,,Actual ft-I= 1,166.7 6,794.7 Sol!Pressure Less Than Allowable ACI Factored @Toe. = 2,736 psf Moment Allowable ft-i= 4,423.2 8,392.8 ACI Factored @ Heel = 0 psf Shear....,Actual psi= 11,7 37.3 Footing Shear @ Toe - . 6.7 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel - 28.7 psi OK Wail Weight psf= 100.0 100.0 Allowable - 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calm (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force. = 1,726.7 lbs Lap splice If below in= 23.40 6.30 less 100%Passive Force = - 718.6 tbs Hook embed Into footing in= 23,40 6.30 less 100%Friction Force = • 1,890.5 lbs Concrete Data Added Force Req'd - 0,0 lbs OK fc psi= 2,500,0 2,500,0 ,,..for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: j 2032 N Avenue,Unit A Engineer: Proiect ID: GT Anacortes,WA 98221 Project Descr: (360)941.1607 mispe.structures@yahoo,com Printed'27NOV2Oi3,7:08AM Cantilevered Retaining Wail File lMl 11£fSEft 0 1 ENERCAaluseYsIC IchaellDOCUMENC,1983 2013 solid 6 01A t3 8.3t12 Vec9A6A 6 t3 8EC61 3 tQ...::i•:,,,4Wf4 6Q61i.5A l N WR ax: v' ZIF�, 10dkR ; I UR V.175v ` O A.r M A�a CeT�S���� A� ��1 4 t10 *kiln-, Description: 9'6"wall,B'unbalanced backfill Footing Dimensions&Strengths Footing Design Results - Toe Width = 1,25 ft Toe Nee Heel Width = 3,50 Factored Pressure = 2,736 0 psf Total Footing Width = 4.75 Mu':Upward = 1,937 0 ft-lb Footing Thickness = 14,00 in Mu`:Downward = 267 5,611 ft-lb Mu: Design = 1,670 5,611 ft-lb Key Width = 0.00 in Key Depth = 0.00 In Actual 1-Way Shear = 6,65 28.70 psi KeyDistanceepthfrom Toe 0,00 n Allow 1-Way Shear 75.00 75,00 psi Toe Reinforcing = None Spec'd .fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm.= 3,00 in Toe: Not req'd,Mu<S*Fr Heel: #4 9.75 In,#5@ 15.00 in,#6@ 21,50 in,#7@ 29.00 In,#8@ 36.25 in,tf9@ 48 Key: No key defined f Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,808.8 3.39 6,129,9 Soil Over Heel = 2,805,0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -82,2 0.72 -59.3 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.58 237,5 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe - 0.63 Surcharge Over Toe Stem Weight(s) = 950.0 1.58 1,504,2 Earth @ Stern Transitions Total = 1,726,7 G.T.M. = 6,070.6 Footing Weight . 831.3 2,38 1,974.2 Resisting1Overturning Ratio = 2.15 Key Weight Vertical Loads used for Soil Pressure= 4,988.3 tbs Vert.Component — _ 4,75 Total= 4,736.3 lbs R.M.= 13,065.9 *Axial live load NOT Included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ti Project Title: '1 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Pdnled:27 NOV 2913,7:06AM Cantilevered Retaining Wall File=c;lUserslMichaelODOCUME-11ENERCA-1\209A8A--1,EC6 ENERCALC INC 1983-2013,Bul'ld:6.13.8.31,V er6.13.8.31 0KW4O60tO145U uS 4f il kaR fy5g g'NS : A O 3Nill F t 4.0„11 l} f; 44fok „S!t iy A Description: 11'6"wall,6'unbalanced backfill Criteria Soil Data Calculations per AC1318.05, AC1530-05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wail height above soil = 4,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 In Toe Active Pressure - 35,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soli Density,Toe = 0,00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance, for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pit Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf _Height to Bottom = 0,00 ft Eccentricity = 0.00 in Used for Slidin. &Overturnin+ Wail to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 150.0 lbs at Back of Wall = Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity .. 0.0 in Design Summary ' Stem Construction Top Stem Stem OK Wail Stability Ratios Design Height Above Ftg ft= 0,00 Overturning = 1.88 OK Wall Material Above"Ht" = Concrete Sliding = 1,70 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load - 3,257 lbs Rebar Spacing in= 18.00 ...resultant ecc, = 8.76 in Rebar Placed at = User Spec Design Data Soli Pressure @ Toe = 2,425 psf OK fb/FB+fa/Fa = 0.722 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344,0 Allowable = 2,500 psf Moment,,,.Actual 1i-1= 3,192.0 Soil Pressure Less Than Allowable ACI Factored @Toe = 2,984 psf Moment Allowable ft-I= 4,423.2 ACI Factored @Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @Toe = 7.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15,3 psi OK Wail Weight psf= 100,0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Gatos (Vertical Component Used) Lap splice If above in= 23.40 Lateral Sliding Force = 1 Q50.0 lbs Lap splice if below In= 7.47 less 100%Passive Force = - 583.5 lbs Hook embed Into footing in= 7.47 less 100%Friction Force = • 1,209.0 lbs Concrete Data Added Force Req'd = 0,0 lbs OK F psi= 2,500.0 ,,,,for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000,0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: t 2032 N Avenue,Unit A Engineer: Protect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Now,27 NOV2013,7:GAM i UserslMlcheeNDOCUME 11ENERCA--11209A8A t EC8 a Ca11 1��VeCed Retaining Wall File=c:\ENERCALC INC 19832013 Build:6.110.31 Verfi13.8.31 .f1�Y 6 i 1"'i��S'.tub"' > Ifii?5 r5�'S'I "9a �`o {i1 :1;v z& X '1 4 N I 0 f,f r t [ x "..Mf ,1, �€�,.�Kstiff��`tt1t��!}�ty;R�„;,,K i{�:hs;�.,�,���-;.=�;4�.:�x'�rf�° �,�fi' �,'v' �. $ /',/�G 4L,�{�14� L 1�f� h t11 {�� .F � � r� �,3t f�t;.. �'S e.� .e,::- ��,'��i� �?a?n�+,.�fyS.. u.lA!!4.. �..t:.i-A`Q�Rl9.�. ��,ri.2x�' < Description: i1'6"wall,6'unbalanced bacict'fl Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width - _ ?.25 Factored Pressure - 2,984 0 psf Total Footing Width - 3.25 Mu':Upward = 1,307 0 ft-lb Footing Thickness = 12.00 in Mu':Downward - 158 1,384 ft-lb Key Width = 0.00 in Mu: Design 1,151 1,384 ft-lb KeyDepth = 0.00 In Actual 1-Way Shear 7.05 15,33 psi pAllow 1-Way Shear = 75.00 75,00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density - 150.00 pot Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments ..„.OVERTURNING.,... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel - 1,219.2 2.46 2,997.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0,67 -46,7 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load - Adjacent Footing Load - Axial Dead Load on Stem = 150.0 1,33 200.0 Added Lateral Load = "Axial Live Load on Stem - 250,0 1.33 333,3 Load @ Stem Above Soil = Soil Over Toe - 0,50 Surcharge Over Toe Stem Weight(s) - 1,150.0 1,33 1,533.3 Earth©Stem Transitions = Total - 1,050.0 Q.T.M. = 2,940.0 Footing Weight - 487.5 1,63 792.2 Resistingleverturning Ratio = 1.88 Key Weight Vertical Loads used for Soil Pressure 3,256.7 lbs Vert.component 125 Total= 3,006.7 lbs R.M,= 5,522.6 *Axial live load NOT Included in Mal displayed,or used for overturning resistance,but is included for soil pressure calculation. Ivlcnael L.bcnemmer,P,E, Project Title: f 2032 N Avenue,Unit A Engineer: Proiect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 44,. 1-1 mispe,structures@yahoo,com Panted:27 NOV 2013,7:00AM File atUsers\Michael\00GUME-11ENERCA-11209A8A-1.EC6 CantlleVeeed Retaining Wall ENERCALC INC 1983-2013,BOIld:6.13.8.31 Ver.6.13.8,31g ti ur. P f _?: � tt 1 1? 4, y w' 1 16 la :t t # { Of tan! ` e { SI' b:1o�#.fKSt�d.60�j'�,f4S�,,., tk,<.1r..r a•,a#�.>��,�_.r�r�'�"<'.�s�;�'$��M>,6� , �',rtr.�'�-~��rs'Sy�.�,+-�a�.: 'ix�z~�" �. :���1r7,���lk �tii�f'-•�� `t�Y' Description: 11'6'wall,8'unbalanced backfill Criteria !Soil Data Calculations per ACI 318.05, AC1530.05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500,0 psf CRC 2007,ASCE 7.05 Wall height above soil = 2,50 ft Equivalent Fluid Pressure Method Slope.Behind Wall = 0.00:1 Heel Active Pressure = .35.0 psflft Height of Soil over Toe = 12,00In Toe Active Pressure = 35,0 psf/ft Water height over heel = 0,0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pot NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 1 USED for Sliding Resistance, I USED for Overturning Resistance. Soli height to Ignore for passive pressure = 10,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel - 0.0 psf Lateral Load r. 0.0 pit Adjacent Footing Load = 0,0 lbs Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf _Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem Foote A oveeBelow Soil Line Load BasAxial Dead Load = 150.0 lbs at Back of Wail = 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ] Stem Construction Top Stem end Stem oK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4,00 0.00 Overturning = 2,26 OK Wall Material Above"Htu = Concrete Concrete ll Sliding - 1.53 OK Thickness Ins 8.00 8.00 Rebar Size -• # 5 # 5 Total Bearing Load - 5,068 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc. = 10,24 in Rebar Placed at = User Spec User Spec . Design Data Soil Pressure Toe 2,221 psf 0K fb/FB+fa/Fa 0.264 0.810 Soil Pressure a @ = =.Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240,0 Allowable - 2,500 psf Moment....Actual ft-I= 1,186.7 6,794.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,708 psi Moment.....Allowable ft-I= 4,423,2 8,392.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.7 37,3 Footing Shear @ Toe = 11.6 psi OK Shear Allowable psis 75.0 75.0 Footing Shear @ Heel = 34.0 psi 0K Wall Weight psf= 100,0 100,0 Allowable - 75.0 psi Rebar Depth 'd' in= 5.00 5,00 Sliding Calm (Vertical Component Used) Lap splice if above In= 23.40 23.40 Lateral Sliding Force _ 1,680,0 tbs Lap splice(f below In= 23.40 4;99 less 100%Passive Force = • 642,9 lbs Hook embed Into footing in= 23,40 4.99 Concrete Data less 100%Friction Force = • 1,920.0 lbs Added Force Req'd - 0.0 lbs OK f'e psi= 2,500.0 2,500.0 q Fy psi= 60,000.0 60,000.0 ....for 1,5:1 Stability = 0,0 lbs OK Load Factors Dead Load 1,200 Live Load 1,600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1.000 Project Title: )13 2032 N Avenue,Unit A Engineer: Project ID: Artacortes,WA 98221 Project Descr: (360)941-1607 mtspe.structures@yahoo.com Pdntad:2T NOV 2613,T:65P.M Cantilevered Retaining Wall • File=c:WserstMichaeltOOCUME,11ENERCA-11208A8A-1,BCe ENERCALC,INC.1980-2013,Bulld:6,13.8,31,Ver:6,13.8.31 Description: 11'6"wall,6'unbalanced backflll Footing Dimensions &Strengths j Footing Design Results 1 i Toe Width = 1.25 ft , Tie__ eel Heel Width - _ 3,50 Factored Pressure = 2,708 0 psf 1 Total Footing Width = 4,75 Mu':Upward - 1,923 0 ft-it) 1 Footing Thickness = 12,00 in Mu':Downward = 244 6,491 ft-lb Key Width = 0 00 In Mu: Design _ 1,679 5,491 ft-lb Key Depth = 0,00 In Actual 1-Way Shear 11.64 34.00 psi Key Distance from Toe = 0,00 ft Allow 1-Way Shear = 75.00 75,00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pot Key Reinforcing = #4 @ 18.00 in Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Tap 2,00 @ Sim.= 3,00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 11,75 In,#5@ 18.25 In,#6@ 25,75 In,#7@ 35.25 In,#8@ 46.25 In,#9@ 4 Key: No Key defined • Summary of Overturning&Resisting Forces&Moments r oVERTURNtNG RESISTING Force Distance Moment Force Distance Moment item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure - 1,750.0 3.33 5,833.3 Soil Over Heel - 2,805.0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -70,0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 150,0 1.58 237.5 Added Lateral Load = *Axial Live Load on Stem - 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe -- • Stem WeIght(s) - 1,150.0 1.58 1,820.8 Earth @ Stern Transitions -- Total = 1,680.0 Q.T.M. = 5,786,7 Footing Weight = 712.5 2,38 1,692.2 ReslstingtOverturning Ratio = 2.26 Key Weight -- Vertical Loads used for Soil Pressure= 5,067.5 lbs Vert.Component _ 4,75 Total= 4,817.5 .lbs R.M.r 13,100.6 *Axial live load NOT included in Mal displayed,or used for overturning resistance,but Is Included for soil pressure calculation. • 1 wucnael L,5cnemmer,H.L. Project Title: t 2032 N Avenue,Unit A Engineer; Proiect ID: :I/ 1 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Prinled:27 NOV 2013,7:04/,M Cantrievered Retainin Wail File-caUserslMlehaellDOCUME 11ENERCA--11209A8A 1.EC6 ; g ENERCALO,INC 1983 2013 Build 613 8 31,Ver 613.8.31 ' 'trelaK.W,660.101a5';- rrru ICS:{„(j��v}¢d3< I���rr'�ti 2#�1. yzro t n`1�et,. F s YSC }, 2. LF:Jii fC t ir3 {f.d.ti,Sr+,i'�,.� .;..K{f,-.•TC�;y �.�'.'�d� C��a,,�'4�' .��54�a.,,✓,;Plk�it�l�R�',"rt'�ri' `.�$.��Y'� �:�'.vtZ`N.�:�7Jrk:1!�174k'�_.�IhMz�A�b'h?:rr�rll'�n"'fClRsi, Description: 11'6"wall,10'unbalanced backlill ,Criteria Soil Data Calculations per ACI 318-05, ACI530.05,IBC 2006, Retained Height = 11.00 ft Allow Soil Bearing = 2,500,0 psf CBC 2007,ASCE 7.05 Wall height above soil - 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35,0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0,0 ft Passive Pressure - 389.0 psflft . Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soli pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to Ignore for passive pressure = 12.00 In Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pit Adjacent Footing Load = 0.0 ibs Used To Resist Sliding&Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 In Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Boole Fin Ag bo Type/Below Soil Line Load Axial Dead Load = 150.0 lbs at Back of Wall - 0,0 ft Axial Live Load - 250.0 lbs Wind on Exposed Stem = 0,0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 In Design Summary LStem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0,00 Overturning = 2,04 OK Wall Material Above"HI" = Concrete Concrete Sliding = 1.50 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 6 Total Bearing Load = 6,481 lbs Rebar Spacing in= 17.25 8.00 .,.resultant ecc, - 12.52 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,359 psf OK fbIFB+fa/Fa = 0.695 0.990 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,372.0 3,360.0 Allowable - 2,500 psf Moment.-..Actual ft-I= 3,201.3 12,413.3 Soil Pressure Less Than Allowable ACI Factored @Toe = 2,$67 psf Moment Allowable ft-I= 4,605,2 12,537,0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56,0 Footing Shear @ Toe - 14.1 psi OK Shear Allowable psi= 75,0 75,0 Footing Shear @ Heel = 32.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Cafes (Vertical Component Used) Lap splice if above In= 23,40 28.08 Lap splice if below in= 23.40 7,5E , Lateral Sliding Force = 2,566.7 ibs less 100%Passive Force = • 1 366.9 Ibs Hook embed into footing in= 23.40 7.56 less 100%Friction Force = • 2,498.E lbs Concrete Data Added Force Req'd = 0,0 lbs OK to psi= 2,500,0 2,500.0 ....for 1,5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000,0 Load Factors - Dead Load 1.200 Live Load 1.600 Earth,H 1,600 Wind,W 1,600 Seismic,E 1.000 tvuanaei L.acnemmer,f'.t, Project Title: 4t"; 2032 N Avenue,Unit A Engineer: Project ID; t. Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:04AM caUsersSMlchaohDOCUMf-11ENERCA-.11209A8A-1,EC6 'p Ganti�eered Retaining Wall File=ENERCA,C,INC 19832013 Build613831,Ver6.13.8:31 1.1 7:(W060'14145. int dv b t , AR V M4-. 1 :' �3 i "Vine l: a/ed S 1 iMFe1 0dAF .„:�h Description: 11'6"wall,10'unbalanced backtlll Footing Dimensions&Strengths i t Footing Design Results 1 1 Toe Width - 2.00 ft Toe . Heel Heel Width = 3.75 Factored Pressure = 2,867 0 psf Total Footing Width = 5.75 Mu':Upward = 5,038 0 ft-lb Fooling Thickness = 16,00 in Mu';Downward = 744 8,043 ft-lb Width = 8.00 in Mu: Design = 4,294 8,043 ft-lb Key Key Width = Actual 1-Way Shear 14.06 32,20 psi Key DistanceDepth 8.00 from Toe = 2.00 i In Allow 1-Way Shear = 75,00 75.00 psi ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 In Footing Concrete Density = 150,00 pcf Key Reinforcing = #4 @ 18.00 in Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3,00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8,25 In,#5@ 13,00 in,#6@ 18.25 in,#7@ 24.75 In,#8©32.75 in,#9@ 41 Key: #4@ 22.25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 In, Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,661,9 4.11 10,943.5 Soli Over Heel = 3,730,8 4.21 15,700.6 Surcharge over Heel - Sloped Soil Over Heel = Toe Active Pressure - -95.3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.33 350.0 Added Lateral Load = `Axial Live Load on Stem = 250,0 2,33 583.3 Load @ Stem Above Soil = Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 1,150.0 2.33 2,683.3 Earth @ Stem Transitions = Total = 2,566.7 O.T.M. = 10 869,4 Footing Weight 1,150.0 2.88 3,306.3 Resisting/Overturning Ratio = 2.04 Key Weight. = 50,0 2.33 116,7 Vertical Loads used for Soil Pressure= 6,480.8 lbs Vert,Component - 5.76 Total= 6,230,8 lbs R.Ni.= 22,156.5 *Axial live load NOT 1pcludnd In tptal displayed,or used for overturning resistance,but is Includedor soil pressure calculation. ation. i I s C" . . . , •...t. • S „g 3u P ift -� ) , .,� r< <,; e "` .� Z., I •\fre n 4 ,5 t \ T-0" .. .reefra aiiiI I pOPi _u__.___________ tk , / 1.0„ , C- t..., 43 A f 3" ` ! 5 c i r'r71 " ) e Win' i \ \\ Ak_ c a ts oc- , 1 `-on 2'-'�" 3'-3" c.7) 13)\., J. •'I et81-C. ! • A 6" . • . .. . .k.'. '. �:�-�•��� .i ' ..--• i.e. ...L— 7 . a c' t- _0.0 e... : 0 c, : 5'-6" 4. e—'.:7 19 P. ' �' M Jy t\ Ibitit, - - 41 ta e11 .7 v l-o I I 1I . . I - _ yL r r� , 4'-0" • . ..II act ........,1/4 • V %A 'ET 1 '-0" • • �` 2" F' NE 0. le . . 1 1 .. . . ' ' . " •1 '5 .. . .. . . ' erY1C) t • .. 1 . -7. , ,,-;V:.4:-... .„ . . '� .' 311 I Itit {L ; tw (\mod Y` t 1 s 4 1 'r3i1 31_511 4_. J ll ti - 41.911 ii . .. egg- kiALL ..... 0 , wk.i. , 1\a-o - — I ._..c.ti 0 p....._. • It A 4'-6" . 4 • . lik ° j t`O 4 j 11 '-6" 1 �1\���` 1p/p� qQ�[✓qp �y1�` {jai ) (31•1 'V l_'3i'rr 1 �Qz r Ft- • ef- fyow f14- r, iftmag -faze (K.) 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Subject: Site Plan Review#3 for 5002 McBeth Drive cc: Eric Shjarback, Jim Baldwin The submitted site plan for 1114 D Avenue was reviewed by the Public Works Engineering Department on February 27, 2017 • 12-31-16: Submittal to Public Works Engineering • 01-27-17: Public Works review back to Building Department. Site plan incomplete and no SPSWP in the file to review. • 02-28-17: Submittal to Public Works Engineering • 03-13-17: Public Works review and memo back to Building Department • 03-27-17: Submittal to Public Works Engineering g g • 03-27-17: Public Works review and memo back to Building Department • 03-31-17: Submittal to Public Works Engineering • 03-31-17: Public Works review and memo back to Building Department The following comments are provided: • Site Plan and Small Parcel Storm Water Plan are accepted by the Public Works Engineering Department. Please issue the building permit when ready. • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services `w r` Small Parcel Storm Water Plan RE: 5002 Macbeth Dr. -Owner: Joseph and Mary Mobley,5002 Macbeth Dr.Anacortes,WA 98221 -Site Address: 5002 Macbeth Dr. Anacortes,WA 98221 -Section 27,Township,35, Range 01 -Parcel # P59787 -Prepared By: Steve Moehl, New Creations Building Co., LLC. 3408 F Ave Anacortes,WA 98221 SPSP 1.Construction Access Route a. Construction vehicle access shall be limited to once route, unless approved by the official. Access route is from a paved public street. Use of 4-6"quarry spalls in the temporary construction entrance, per WSDOT detail 1-80-10-02,for maximum soil and mud removal from tire treads. b. A gravel construction road shall be installed where the driveway is shown on the site plan. It shall be constructed of min 4-6" quarry spalls per WSDOT 1-80-10-02 for maximum soil and mud removal from tire treads.The contractor shall designate a point of contact for the COA regarding all onsite storm water issues.The contractor shall coordinate alternative methods with the COA should the construction road be found to not be an effective removal system. c. The contractor will monitor the effectiveness of the gravel road and sweep, scrape the sediment tracked into the public roadways on a daily basis.Tires shall be washed prior to entering the public right-of-way, if necessary.The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. If necessary,a sediment pond will be constructed at the low point of the lot, per WSDOT detail 1-80-10-02. d. The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate,and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. This BMP will be monitored daily. Appropriate measures will be taken to ensure access is in working condition. e. Sediment tacked onto the public roadways shall be cleaned on at least a daily basis.Any material that is tracked into the street will be swept up immediately,the use of a catch basin insert in the downstream catch basin will also collect debris.This BMP will be cleaned and replaces daily as needed. SPSP 2. Stabilization of Denuded Areas All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. During construction, uncovered soils shall have straw applied. A silt fence shall be installed along the North side before the storm water swale downslope.The driveway and roof runoff shall be tight lined directly to the storm water stub located on the site plan. SPSP 3. Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's.The site plan will identify the area of disturbance.A Silt fence will be installed on the north, south and west sides. a. Surrounding properties shall be protected from storm water runoff from the development.This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines shall be contained in private drainage easements with appropriate statements placed on approving documents.The adjacent properties will be protected by the use of a silt fence on the west side of the property as this is the downhill side of the property. Perforated pipe will be used on the east side of the property. b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official.Adequate provisions,to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots.This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system.The new home will have roof and footings tight lined to a 4" storm pipe that will be connected to the storm stun at the property. Driveway will be sloped so as to convey runoff to the grass and infiltrate. Runoff will be collected by a 4" perforated pipe. c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements.There are no detention facilities downstream of this project. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system.All site generated runoff will be collected and conveyed to the city storm. Driveways will be collected via an under drain. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to,vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures.The project will install a silt fence on the north, south and west boundaries. SPSP 4. Maintenance.All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function.Site will be inspected daily.Any corrections will be done at that time. SPSP 5. Other BMP's Other appropriate BMPs to mitigate the effects of increase runoff or inadequacy of already installed BMPs shall be applied as required or ordered by the official. We will work with the COA on implementation of additional BMPs if needed. SPSP 6. Finacial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. We will conform to the small parcel storm water plan so I am not required to obtain a performance bond. 11,‘,7— r Route To Dept Initial D � O Mayor t8� Building Dept. ��,I NOV 2 3 2016 a, ❑ City Attorney lc _. 7....,i1 , ❑ Finance �y ❑ Fire CITY of ANACORTES TESC NOTES: ❑ Maintenance ng C9: Planning PLANNING & BUILDING DEPT raft ! l . EROSION CONTROL TO BE MAINTAINED WITH THE a' Public Works ❑ Other \ APPROVED PLAINS j,( d LLC PERMIT #: �L D - 24/6 - /6� USE OF A SILT FENCE ALONG THE LOWER GRAVITY Return to: File: \ \ ADDRESS: 5O02 �?a6 'N 1-- LIMITS OF CONSTRUCTION . SILT FENCE IS TO BE JxP!?ROVEDBY: ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. \ SUl1aCT NOT TO BE FIELD ALTERED INSPECTION. APPROVED PLANS \ St4Xr3t WITHOUT AUTHORIZATION. 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. Jonathan Richards \ \ Ana Sterling Drive hington 98221 Anacortes, Was 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED \ NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE Ph 360.391.0832 em jonathannathan_59@hotmail.com 1% SITE. 4. THE CONTRACTOR SHALL KEEP OFF-SITE STREETS �\ CLEAN AT ALL TIMES BY SWEEPING. WASHING OF o\ THESE STREETSWILL NOT BE ALLOWED WITHOUT PRIOR \ a O O aGcaevzx- �^ JO. \ APPROVAL. F=- t Spr k ler— p /a is 01 W et' e / I� A�ba� \ ��� /1 pc/ill/if i r� ae�P�!/ � d Pa\o� QO / \ �� StA,04 (fa ( ti , ow \\Q / \ LOT COVERAGE. "'-;c -�' °„-I+,i` tee- . •� L ��\A'`�� / \ \ \ A . A EXISTING: Cli N — oe RESIDENCE FOOTPRINT 1253 SF i� \ \ % \ - GARAGE FOOTPRINT 601 SF 00 Existing Garage/Shop \ �A AREA 379 S F DECK NC C E �� A � t 127 TOTAL 2233 SF ■�■.■ 0 70 \ Addition / [50021 e � R c ) ge � n- 5 Cantilever moo. NEW AREAS: ,_ c G°°,„°��°g Above . Skyline No. 8 RESIDENCE FOOTPRINT 1330 SF -_ ,0 - c, ss °e.,S \ > o% P59787 = •S °�o et�,d° \ <. eNo\I ea5e , \ GARAGE FOOTPRINT 1015, SF .� P� eCoratets°sleep& �� ' DECK/COVERED AREAS 312 SF \ Repta UOCN SP°� \ / \ Q use \ \ H fnjl Existing Residence \ =� TOTAL IMPERVIOUS 2657 SF 0 ti SIN A, ® ��SFG ' / W o — °4 / � C<°°P\\14�S� LOT AREA C. 8250 SF U o 0 \ . �f� e��5. \G R,��\oS"`�t� • / DEPT: 0 O. PLANIVIN� Run *et °. 5���° -OVA / \ LOT COVERAGE 1 3 .2% csi Q Y% o C'P/ �. / -KNIT#: Y L I) — 20 lb — l6 rs- ` ' CG `r- o' / / \ ADDRESS: 17 ©0 Z H A r I_ e-* b . CI � 10 0 c T. 0� / APPROVED BY: Q , h / QQ® \ SUBJECT TO FIELD INSPECTION. APPROVED PLANS 0 �9 F ��o _ ,/, 11 \ SHALL NOT BE ALTERED WITHOUT AUTHORIZATION.0� !�� 4p� Se\ avow cep{�ost °Se \ These plans have been reviewed by the SPOA E 5 �% Q dVp Architectural Committee for compliance toNE Sr P Skyline Property Owners Association Cee.tta d , \ only. Properly owner is solely responsible re{ U A. 2P 5 \ .-. allao engineeringundaries. ,code compliance and property ' g) 0 � a t ' R Approved ❑ Approved as Noted SS �_ BLS NPmc \ : � � �av�pE �P�LEL :LYMPH' Q a ❑ Denied/Lzr_Y�.e"FcIZ 'h� r'vlyl t'laC �l-�(=. r"� 4 �n+.ti`O W1�5 s.1 w.• I. 7_ 9� z3 �� v>,wx t�Q, p w,o�tt l�Es,aa �Ta V Asp M r 72 ,54 /� Revisions: �v AoT� i1Z�los� rr tea_ tios 2 `� at Print Date 11/22/16 �. Q v� test �,, r st0�� ilrk 'T� c]1 l iS SU lb VeLtFi Luuo,Rrn1 'P�oL it, fLe ruwal.. SeZ, Lea. somgomis• AC Member Date 'pectic `sr-03 . Notes: Q : CPU__ ctsc 5fa xcv Q- .* S Sty kS s r,eaer� \ fl�A u� i -EYo. laro2 ®= 'AL1 Fec.E. 1- .JAIL t-In) .ly-v2 oe Site Plan = tN �razo.-LW I i-u .t td,n I Site PlanoA�s -�i 4o.� 00 . V addendum Neer? -lb �MaEVE Pa ► n _ I 0 10 30 50 C:6*-31 °1‘4Q i% eD I I 1-60EFicAe.d i)4 co thakIE, A 1 • 1 ,r1/4) Et . .E„,Il0s „M)t AZtoIMC IS earheLk�, Scale: 1 " = 20' 2alvd,_) I = i rnPc glum -112-.. JP conflxTe.. 5002 MacBeth Drive Anacortes, Washington drafting November 22, 2016 & design i i C PROJECT INFORMATION: Jonathan Richards 5105 Sterling Drive Anacortes,Washington 98221 \ Project Description: Addition/Remodel to Existing Single Family ph 360.391.0832 \ \ Residence em Jonathan 59@hotmall.com \ \ Building Official: City of Anacortes Project Description: \ \ Addition/Remodel to \ Exisitng Single Family \ Building Classification: Type V-B (UNSPRINKLERED) ResidenSe \ \ \ \ Zoning: R2 \ \ LOT COVERAGE: Plan Information: \ EXISTING: Title Holder: Mobley Family Trust: Lower Floor Area 1125 SF \ RESIDENCE FOOTPRINT 1253 SF Joseph & Mary Mobley Trustee Main Floor Area 1253 SF \ \ GARAGE FOOTPRINT DECK AREA 301 71 SF37 1004 Commercial Ave #147 SF Addition Area 1236 SF \ TOTAL 2233 SF Anacortes, Washington 98221 Total Heated Area 3614 SF 0 \ Deck Areas 373 SF NEW AREAS: Garage 1015 SF \ GARAGE FOOTPRINTT10115 SF t RESIDENCE FOOTPRINT1330 SF Porz Contact: Steve Moehl / John Moehl Lot 8250 SF \ \ DECK/COVERED AREAS 312 SF ( • 7 LE� ph 360 941 8877 TOTAL IMPERVIOUS 2657 SF em steve@newcreationsbuilding.com \ "'o \ em john@newcreationsbuilding.com •�� \ LOT AREA 8250 SF \ \ Joe & MaryMobley e LOT COVERAGE 32.2% e\'o�' \moo. o. ph 360 588-0669 \ G Ge�<�aJse // �y� \\\o�� \ �:� em mlmobley@pobox.com \ TESC NOTES: Pd�o QQ /z \\ �J� \ 1. EROSION CONTROL TO BE MAINTAINED WITH THE 1\Q• / \ \ �� \ USE OF A SILT FENCE ALONG THE LOWER GRAVITY Project Location: 5002 MacBeth Drive \ �� LIMITS OF CONSTRUCTION. SILT FENCE IS TO BE Anacortes, Washington 98230 Q�ocy$s / /k. \\ \ \ .O \ ANCHORED IN A TRENCH FILLED WITH ONSITE SOIL. Skagit County •� — Q�O \ 'AO \ 2. ALL SPOIL SOILS TO BE HAULED OFF SITE. Q N a) \ \ \ 3. ALL CONSTRUCTION VEHICLE TIRES TO BE (BRUSHED Property ID Number: P59787 \ 'A \ NOT WASHED) FREE OF DEBRIS BEFORE LEAVING THE \ Existing Garage/Shop \\ \ �! \ SITE. C \ 2 Legal Description: Skyline No. 8, Lot 127 = O N \\ Lot 7 2 7 \37 CLEAN AT 4. THE AL TIMES BY SWEEPING. WASHING OF SHALL KEEP OFF-SITE S C i \ \ THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR .� C E Addition r C00ry� \ �o \ APPROVAL. Plan Note: Plans Are To Be Reviewed By All t p �' 9 -- `J L Subcontractors Prior To StartingCO in } \ < og5 - Cantilever O- \ Construction. If Discre ancies Exist Please 13 o Skyline No. 8 \ p o� o` Above o' \ \ Contact The Contractor For Further V vi Q * CD >. ,G ss o�� \ , v) co \ ,1' \ \ \ Information. S�\oho clee0itje pa8ase \\ tiA0 \ _> \a ce CaS a I4 PS \ \ o \ ReeQ`°`"Sp \\ tKaa - >\ \ \ CODE BREAKDOWN: o \ y2r' / Existing Residence \ O \ P�° ��oo o��Seo�\5."��\ / • ' // \ 2015 IRC INTERNATIONAL RESIDENTIAL CODE 0CN Q \ ���GGORP\� \7- /' //� 2015 UPC UNIFORM PLUMBING CODE '� �� s� \ \ \ 2015 WSEC WASHINGTON STATE ENERGY CODE 0 -712 .\ sf j °R, 9 i \ _ C / \ o G i 0. i \ o CG 'I-`Stci v - ' _o /O EE la o 7- o Nottade \30 A, z �QOQ \ \ d�•10 i' �� 1.- \ \ Revisions: \vL. oaf / /Seep �O entNoo \ Print Date 11/22/16 'cAI . Q Pd1oc \ 20 o a SS T Site Plan Index: \ \ I f7 $ 10 20 Cover PageSite Plan A1.0 A1.0 W. I I Foundation Plan A1.1 0 \ .. Scale: 1" = 1 0 ' Lower Level Floor 2.1 Main Floor Framing g A lan A3.1 Main Level Floor Plan A4.1 Roof Plan A5.1 Building Sections A3.1 Elevations A6.1 \ \ Project Information Project Information Site Plan \ A1 . 0 FOUNDATION PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE + • SIDING PER ELEVATIONS i DESIGNER FOR FURTHER INFORMATION. dRra(f� l II n a n #15 BUILDING PAPER 54'-8" \ 2. ALL NEW CONSTRUCTION TO MATCH EXISTING CONDITIONS. `^ `^eS I g LLC 1/2"OSB PLYWOOD SHEATHING _ { 3/4"T&G 22'-0" 8-8" 24'-0" PLYWOOD • / / / / 3. TYPICAL FOOTING THICKNESS TO BE 16"AND A DEPTH OF 8"WITH SUBFLOOR THE TYPICAL FOUNDATION WALL THICKNESS TO BE 8". SEE I DETAILS ON THIS PAGE FOR FURTHER INFORMATION. '' 1.25"TIMBERSTRAND Jonathan Richards 8 iStiS8 , 1 RIM JOIST r -I \- 4. ANCHOR BOLT PLACEMENT WILL BE EVERY 48" O.C. AND A 5105 Sterling Drive MINIMUM OF 2 PER WALL. Ana Sterling gDrive Washington 98221 2x6 PONY WALLAS ph 360.391.0832 NEEDED 5. 4" CONCRETE LANDINGS TO BE 1/8" LOWER THAN THRESHOLD. em Jonathan_59@hotmall.com SLOPE AT 1/4" PER FOOT AWAY FROM BUILDING. FLOOR JOISTS 2X6 PRESSURE TREATED SILL W/ 1/2"X 10"A.B.'s @ 48"O.C. Dashed Walls To o; 6. ALL BOTTOM PLATES AND ANY LUMBER IN CONTACT WITH Project Description: PER PLAN Dark Walls Are New W/ R-30 BATT W/ 1/4"X 3"X 3" PL WASHERS /with New Footings Be Removed-. N CONCRETE MUST BE PRESSURE TREATED. Addition/Remodel to tng INSULATION .�, _-. - - #4 CONT.TOP BAR _ - --F u - ° ° ° 0 1, 1 i,, Reside Single Family 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Residence FINISH + (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED GRADE ;o ;o- - - - =_ ° __ _ -- - �- 9 ReTammg 11�a1r N ABOVE ALL BEARING WALLS AND BEAMS. 1 I VERIFY FOOTING WITH ENGINEERING L • #4 VERT. REBAR A a A I \ I - 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING @ 48"O.C. ! [ --- \ L - - _ - T Plan Information. - RELATIVELY HOLES AND ANY OPEN AREAS. 9' Retaining Wall- - , z _ _ IMPERMEABLE ` I N v Lower Floor Area 1125 SF e s8 __ LAYER TOP SOIL 3 - / 8'-10 3/4 N Main Floor Area 1253 SF =a o / 9. MATERIALS TO MEET THE FOLLOWING GRADES: lao �/ HEADERS TO BE 4X8 HF#2 UNLESS NOTED OTHERWISE. Addition Area 1236 SF I, I rn -v - \ Total Heated Area 3614 SF ° s•t'_ TIGHTLINE STORM 2 3'-6 3/4" COLUMNSGLAM BEAMS TO BE DF SPECIES AND HAVE A 24F V4 RATING. c Foundation and Slab .04)41 DRAIN o \• I ® I - Areas/ / BEDF#2OR H Deck re 373 SF is Removed Per Plan. Al 1 - Existing Foundation Wall STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, VAPOR BARRIER ' -- .lo'�IIa� - - - \- y ¢ DRAINAGE GRAVEL r > Garage Footprint Cut - J r Assumed 8"Wall & 16" Footing. OR SPF. Lot 8250 SF } r Down To Lower Floor. ��i I \ No New Loads Added Garage 1015 SF I8" Foundation Wall 4x4 Column L - _J 4"DIA. PERFERATED c B4 10. REQUIREMENTS ° - FOUNDATION DRAIN .}' / y A 4 INSULATION TO MEET THE MINIMUM PERSCRIPTIVE - x ? < OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: O w o 24x24x12 Footing 1 WI g v Refer To Engineering For CEILINGS R 49OR R 38 IN SINGLE RAFTERS 2. I I l 0 1'-4" Concrete Footing ! - - l /--)' _ - Footing ManiA ulationc ' I 1 (2) #4 CONT. 4" 8" 4" UNDISTURBED N - .i�IMd Cltnc), 'Yowl-;Zj� ,nX'r�,.dws/ o.at, wY a Y� � EXTERIOR WALLS R-21 BOTTOM BARS, / / NATURAL SOIL JOIST FLOORING R-30 U.N.O. I OR ENGINEERED 1--, j CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) FILL - 16x12 Strip Footing v - 11. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO Foundation Detail Scale: 1"= 1'-0" (2) #4 Hor. Rebar CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE Dashed Walls To- CONSTRUCTION PLANS. Al.l y - Be Removed Existing Concrete o a Slab Floor N re? 1 4" Concrete Slab On Grade I I i - re 1- - - __. ;.:•- These plans have been reviewed by the SPOA with Vapor Barrier Arch'ilectural Committee for compliance to o a Treated 2x8's @ 16 . r c E 6X6 LOAD BEARING COLUMN _ : ,O•C•� ice •- - _ - N � - only lnProperty owe Property ner J S solely responsible forers Association CC&R's 0 $1) v I all engineering, code compliance and property Itlt 0) W I I I I I ' 12x12x12 Pier Pad - boundaries. Deck Footings iphD .- _ AB66 SIMPSON STANDOFF COLUMN BRACE _ ��.__LgL.�_�L Sisr •.• ,-,� CO t O L rt l� Approved Approved as Noted y0 ra 2x12StairStringers C Denied I I ° r @ 18"O.C. - c r r ° A�� ' a //07/ C013-3 I I 1 \ * a) >/e, 2 • S O _ 1 o o I I I 'v AC Member Date (� 1 ._ N `t-t-t, I I U 4 CO (2) #4 REBAR E.W. - Treated 2x8's@16"o.C. r , j_-� ._ I Notes: 01 c L 2 0"SQUARE 1 8 c , / / 1 \ I I� , . - ' r � 4 X- I_ , I Q - I \ IL3J J -I I L - I O 1'I) l '1 -0' 4'-10" 2110" - New Footing CO / ' • 1 2 12 Stair ToGrade L /- '-,1 / - J (f Replacements c Interior Thickened Footing Scale: 1"= 1'-0" As Needed o • ' I StringersUse 4x4 with AB44 o � I ( I ILO L J I L H . SHEARWALL SCHEDULE n -L ^a - I _CO �- w I T L - J MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES a /y____ SSW15x10 - d Verify Foundation T`ve#4O O 7/16"CD-X OR OSB(1)FACE 8d@6"O.C.PNL EDGES LTP5@16"O.C. (2)16d@12" 1,2,6,9 N. m Requirements Go�atete D © 8d@12"O.C.FIELD O.C. PRESSURE TREATED POST 5 © 5 (2)#4 LOOP TIES WITHIN 5y*e 4�� 02 7/16"CD-X OR OSB(1)FACE 8d@4"O.C.PNL EDGES LTPS@16"O.C. (2)16d@8" 2,3,6,9 Revisions: PER PLAN1'-6' 7" 2'-6" 1'-2" ExistingConcrete Patio b 8d@12"O.C.FIELD O.C. TOP 6"OF COLUMN 16'-3" Print Date 11/22/16 SIMPSON AB66 COLUMN / 0 7116"CD-X OR OSB(1)FACE 8d@3"0.C.PNL EDGES LTPS@16"O.C. SDS25312@ 2,3,7,9 BASE OR SIMILAR 8d@12"O.C.FIELD 10"O.C. \ FINISH 36x36x12 Footing 36x36x12 Footing 36x36x12 Footing Zo GRADE - O4 7/16"CD-X OR OSB(1)FACE 8d@2"0.C.PNL EDGES LTP5@12"O.C. SD825500@ 2,3,4,8,9 #3 LOOP TIES @ 6"O.C. / 3 I I I I- 8d@12"0.C.FIELD 8"O.C. '1 1 O I I O L(iI N O 7/16"CD-X OR OSB(2)FACE 8d@4"O.C.PNL EDGES LTP5@10"O.C. SD525500@ 2,3,4,5,8,9 Z 12"SONOTUBE L - _ - J L - - J L - - - J Sd@12"O.C.FIELD 6°'O.C. , \. O 7/16"CD-X OR OSB(2)FACE 8d@3"0.C.PNL EDGES LTP5@8"O.C. (2)SDS25500 2,3,4,5,8,9 bo . FOOTING PAD 12'-0" 12'-�° 8d@12"O.C.FIELD @10"O.C. Index: PER PLAN / / N 22-0" 8'-8" 24'-0" 3'-0" p O7 7/16"CD-X OR OSB(2)FACE 8d 2"O.C.PNL EDGES LTP5@6"O.C. (2)SD525500 2,3,4,5,8,9 Cover Page A1.0 8d@12"0.C.FIELD @8"O.C. / - -- / --. -- -- ---- / ,y Site Plan A1.0 r- --- PROVIDE 4 #4 VERT REBAR -I Foundation Plan A1.1 1'-0' 13'-0" 13'-0" 2'-0" O8 15/32"CD-X OR OSB(2)FACE 10d@3"O.C. PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 Lower Level Floor Plan A2.1 PER PLAN (24"TYP UNO) WITH HOOKS � _ -. . -_ /.. _ _. - _ -. lod@12"O.C.FIELD @8"O.C. Main Floor Framing A3.1 / - - - _ / Main Level Floor Plan A4.1 rT I- - -7 I- 99 15/32"CD-X OR OSB(2) FACE 1od 2"O.C. PNL EDGES LTP5@4"O.C. (2)SDS25500 2,3,4,5,8,9 Roof Plan A5.1 _ _j i `,_j j __'_ 10d@12"O.C.FIELD @6"O.C. Building Sections A3.1 Elevations A6.1 L - .J L - _ I L - J HOEDOWNS: Sonotube Column Support 24x24x,2Faating (Typ) Scale: 1"= 1'-0" O MSTC52 \e 1.1/ % fJISTC48B3 Foundation Plan 0 HDU2-SDS2.5 WI SSTB20 &(2)2x STUDS OR STHD10/STHD1ORJ NOTES: 04 HDU5-SDS2.5 WI SSTB24&(2)2x STUDS OR STH014/STHDI4RJ � I 1. ALL EXTERIOR WALLS TO BE TYPE`�_'_/ U.N.O. O5 HDUS-SDS2.5 W/SSTB28&4x8 POST h�J� 1 . - 3. PROV DE NOMINAL L 3DFRAMING AT ABUTTING PNL EDGES RECEIVING EDGE NAILING ' 4. PROVIDE 3x SILL PLATE O6 HDU14-SDS2.5 W/SB1x30&6x6 POST Foundation Plan a 5. OFFSET PANEL EDGES ' 6. PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x3"x3"PLATE WASHERS,OR(2)16d @ 8"O.C. MSTC66 0 2 5 10 . 7. PROVIDE 112"A.B.@ 24"O.C.W 1/4"x3"x3"PLATE WASHERS,OR O Al • 1 I - 8. PROVIDE 1/2"A.B.@ 12"O.C.W 1/4 x3 x3"PLATE WASHERS 9, STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. 8 HDU11 -SDS2.5 W/SB1x30&6x6 POST Scale: 1/4"= 1' FLOOR PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE DESIGNER FOR FURTHER INFORMATION- d raft i n g 57'_2" 2. ALL NEW CONSTRUCTION TO MATCH EXISTING CONDITIONS. l�C d e s i✓g n �•LC TRUSS PER PLAN / ___ _. __. -. __ --- ARCHITECTURAL COMPOSITION ROOFING -- - 22'-0° - _ -_---- - /- _--8'-8" _ / - _ -_--.. _ _-. _--- -- 24'-0" - - __ - -_ -/ 2'-6" / 1^"�,'f ` 3. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) T 30# FELT INTERWOVEN MUST BE PRESSURE TREATED MATERIAL- USE CORROSION /2"OSBSHEATHING RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE Illi ! / 5'-1 1/2" Egres�Well I Jonathan Richards \ TREATED LUMBER, ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 \ VENT BAFFLES BETWEEN TRUSSES \ \ \ STUDS AT 16" O.C. AND SHEATHED WITH 1/2-OSB PLYWOOD OR 5705 Sterling Drive W/ 1"MINIMUM AIR GAP BETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE Anacodes,Washington 98227 ipoN (e) 4'x4'Slider FRAMED WITH 2X4 STUDS AT 16" O.C. AND SHEATHED WITH 1/2" flVENTED BLOCKING\ BETWEEN TRUSSES A GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. ph 36o.39t.o832 em Jonathon 59@hotmail.com PLYWOOD EXPOSED SOFFIT I 4. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER r ` 2X CEDAR FASCIAOR ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO SPRUCE Project Description: �� I I I I Dashed Walls To b. Den WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A Foundation & Wall To Stairs To Floor Above Be Removed U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. Addition/Remodel to p p _ Exisitng Single Family It � Be Replaced With 0 � � TheBe 18ns have been reviewed by the SPOA Residence New Per Drawings Architectural Committee for Compliance to 5. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM ►� u L \ ( = Bedroom 3 SkYI'rte Property Owne s Association CC&R's only, property owner is solely responsible for WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH PLAN FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) PER ROOF � � - all en tneerin R-49 BLOWN-IN _-_T New Tr Heate cv 9 9, code compliance and property ALARMS TO BE PLACE OUTSIDE BEDROOMS. INSULATION �' Water Heater To boundaries. P party 5/8"GYPSUM LID -- Service Addition. yPlan Information: "Thr Install Per Code Approved 6. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS (�12.5) HURRICANE CLIP PER TRUSS ! Regs. Approved as Noted &(BEAM HEADER ENDS). SOLID BLOCKING TO BE PROVIDED Lower Floor Area 1125 SF o N Workbench ) Denied i ABOVE ALL BEARING WALLS AND BEAMS. Main Floor Area 1253 SF o - I Addition Area 1236 SF r Solid Walls Smoke 9 - Total Heated Area 3614 SF v Detector C f-�L.�i /7 s / 7. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING TYPICAL 4X10 HEADER Are New r Bath \ 6 AC em Da HOLES AND ANY OPEN AREAS. Deck Areas 373 SF 5'-4" 3'-6 3/4" / 01r Garagee 1015 SF ���L % ? . ( 7 Lot 8250 SF NEW ADDITIONcp ClosetU j ----a. (7 8• MATERIALS TO MEET THE FOLLOWING GRADES: AC Member HEADERS TO BE 4X8 HF#2 UNLESS NOTED OTHERWISE. Date - - Notes: GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. X COLUMNS TO BE DF#2 OR HF#2. b; i, w \r. _. STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, 0 4 Storage/Shop OR SPF. w 11'Ceiling °Bearing Wall Dn O ► _ Concrete Mach/ L--- 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Open Area _ I Storage OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: �� 9 El___ CEILINGS R-49 OR R-38 IN SINGLE RAFTERS �1 ~�7/16"O.S.B.SHEATHING Under Entry ro \ ! INSULATION PER CODE From This Side - +� _ 5# BUILDING PAPER o Entry N. y EXTERIOR WALLS R-21 2X6 @ 16"O.C.EXTERIOR WALL -4 ii HARDI-LAP SIDING T2'-b"Ceiling U)9O - O DOUBLE 2X6 TOP PLATE �1 b JOIST FLOORING R-30 BOTTOM PLATE �, IT - - - \ U CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) i PT I W/ 1/2"A.B.@ 48"o.C. rose '` '� 0 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO CDashed Walls To zo • 11 7/8"TJI FLOOR SYSTEM i Be Removed Detector CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE �T --- 3068 CONSTRUCTION PLANS. 61. WITH 3/4"T&G SHEATHING o \ 0 (V v CD _� _� - - 11/4" DIA. MIN TO2"DIA. MAX 4'-4" 4'-4" CONTINUOUS HANDRAIL CS 0 E v TERMINATE HANDRAIL o a) Cov. Entry AT NEWEL POST DOUBLE JOIST �- �,, 8'Ceiling MIME 0 Ce = r Tile Pre "" Dn z y _0 7Ni I' Garage 0 \ Q �n� CO a f 11'Ceilig d I11� ma '' Concrete o M 1< 1 Workshop -0 i - -- o . 10"MIN TREAD HANGERS O 0 v 3'-9 1/2" * V mo r -1 I- _ ¢X- (3) 2X12STRINGERS 0 -- --- 4 5 O of Dn i LO I / to Q r ^ �_ O Q I EXISTING BASEMENT I13 0 I 13'x4'x16" Deep Footing _7, \ 7,7 \ w/(6)#4 Rebar Top& Bottom L i SUB PNL -z - L 2X4 THRUST BLOCK O a ce 6x6 Column o - m !11 Stair Detail Scale: 1"= 1'-0" o Lin oI I with 2x Cleat PWRa. = on Door Side . (e)MTR r? °? E bc, 16-0 x 8-0 L s -.... _ \2668 -_ \__ \ (e16068 I i Ply I- - 1 SHEARWALL SCHEDULE a- sw- \ e 4'x4'Pic (el 4'x4'Pic (e) 4x4 "- �i ' ) �V II. rih \ ( \ u ° O _ II MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES o IEXISTING2X4 �-4. N SSW15x10 EXTERIOR WALL \ b'-0" 6'-0° 4'-3" 4' 3' 3'-6" O 7N6"CD-X OR OSB(1)FACE 8d@6"o-C-PNL EDGES LTP5@16"O-C. (2)16d@12" 1,2,6,9 - "- ___-- 8d@12"O.C.FIELD O.C. ,� � Cantilever Above � / / / � yy3Q yy3Q S �I 0 Dn O2 7/16"CD-X OR OSB(1)FACE 8d@4"O.C.PNL EDGES LTP5@16"O.C. (2)16d@8" 2,3,6,9 Revisions: ': p Bd@12"O-C.FIELD O.C. s' 16'-3" 1'-10" 2'-5" Concrete Patio Print Date 11/22/16 / / --- --- / - O3 7116"CD-X OR OSB(1)FACE 8d@3"O.C.PNL EDGES LTPS@16"O.C. SDS25312@ 2,3,7,9 co 4"CONCRETE SLAB ... 8d@12"O-C-FIELD 10"O-C. !II :41 r r r - - - - .�-, O4 7/16"CD-X OR OSB(1)FACE 8d@2"O.C.PNL EDGES LTP5@12"O.C. SDS25500@ 2,3,4,8,9 .. q I I I I I I I 8d@12"O.C.-FIELD 8"O-C. - FINISH GRADE O I O I ( ® - ---- \ O 7116"CD-X OR OSB(2)FACE 8d@4"0-C.PNL EDGES LTP5@10"0.C- SDS25500@ 2,3,4,5,8,9 • Floor Above I I L- - I 8d@12"O.C.FIELD 6"O.C. - "FOUNDATION WALL O 7/16"CD-X OR OSB(2)FACE 8d@3"O.C.PNL EDGES LTP5@8"0.C- (2)SDS25500 - 2,3,4,5,8,9 8d@12"O.C.FIELD @10"o.C. Index: n ' ` i , TIGHTLINE STORM DRAIN 22'_0' 81_g' 24'-0" per O7 7/16"CD-X OR OSB(2) FACE 8d@2"..FIELD EDGES LTP5@6"O.C. (2)SDS25500 25500 2,3,4,5,8,9 Cover Page A1.0 Site Plan A1.0 16"x8"FOOTING- _.. -. - / - - - - - - -- - - - - Foundation Plan A1.1 ~ �DRAINAGE GRAVEL / 0 15/32"CD-X OR OSB(2)FACE 10d@3'O.C.PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 Lower Level Floor Plan A2.1 - \! 4"DIA.PERFERATED FOUNDATION DRAIN , 10d@72"O.C.FIELD @8"O.C- Main Floor Framing A3.1 y J L J L J L J L J Main Level Floor Plan A4.1 Floor Joists a y r P -1 r- - 9 15132"CD-X OR OSB(2)FACE 10d@2"O.C.PNL EDGES LTPS@4"O.C. (2)SDS25500 2,3,4,5,8,9 Roof Plan A5.1 I (_O_1 1 O_1 i (�_1_-" 10d@12"O.O FIELD @6"O.C, Building Sections A3.1 Typical Wall Section Scale: 3/4" _ 1' Elevations A6.1 E E U U U - Deck Above �- - L - HOEDOWNS: r-- 29'-0" - / C> MSTC52 1141 1111 o MSTC48B3 Lower Level Floor Plan Glu Lam Beam O3 HDU2-SDS2.5 WI SSTB20&(2)2x STUDS OR STHDIO/STHDIORJ (2) Rows of >_ (8) D525600 \ NOTES: 04 HDU5-SDS2.5 W/SSTB24&(2)2x STUDS OR STHD14/STHD14RJ 6x6 Column Exterior Wall 1. ALL EXTERIOR WALLS TO BE TYPE° U.N.O. i 1 . O8 2. BLOCK ALL PANEL EDGES 5 HDUB-SDS2.5 WI SSTB28&4x6 POST 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE O6 HDU14-SDS2.5 WI SB1x30&6x6 POST A2 . 1 Lower Level Floor Plan 5. OFFSET PANEL EDGES O a /- 6x6 Column 6. PROVIDE 1/2"A.B.@ 48"O.C.W 1f4"x3"x3"PLATE WASHERS,OR(2)16d @ 8"0-C. MSTC66 d (I`� -- - ram_ 7. PROVIDE 1/2"A.B.@ 24"0.C.W 1r4"x3"x3"PLATE WASHERS,OR 0 2 5 10I8. PROVIDE 1/2"AB.@ 12"0.C,W 114"x3"x3"PLATE WASHERS Shear Wall 8 Scale: 3/4" = 1' 9. STUDS SHALL BE SPACED NOT MORE THANI6"O.C. OS HDU11 -SDS2.5 W/SB1x30&6x6 POST Scale: 1/4" = 1' t FLOOR FRAMING NOTES: c ___ __ 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO S r p STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE Zw V r - - - - - '— , r I CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE ¢�ugwa JOfr- ISTS PER PLAN Landing Supports I I I DRAFTSMAN FOR FURTHER INFORMATION. drafting a al-u.oaLii Jzp 12x12x12 Pier Pads I -I--- - ------------ -- -- ------- ------ --- -- r` ¢�OZH 1 w/Treated 4x4 Post { + & design LLC iiR m00 N cc rell • I I 2. ALL NEW CONSTRUCTION TO MATCH EXISTING CONDITIONS. �w cc o2?pp0� Lu q Lu � < FLASHING TO BE INSTALLED I - - - - - - -- ti rn rrm rn-=6Yw �?co z flalie I I 2. FOLLOW ALL TJI FRAMING DETAILS PER MANUFACTURER. w z� Z� Ow� a!� CEDAR OR SYNTHETIC DECKING fi - z I-_ 2zw=w° ��g z �1 I I¢ w rr � 1.25"Rim Joist @ Perimeter Treated 2x8's @ 16"O.C. -- - ---- 1 w = �3 c> pwQ� pWa rw �4 z - - - I 3. FLOOR FRAMING TO HAVE I/4"BEAD OF CONSTRUCTION w t- =w >wO00z wJo 3 � _ _ _ _ _ _ _ ADHESIVE WHERE ATTACHED TO3/4"TONGUE AND GROOVE Jonathan Richards cn CC Zw oz¢Ww¢ 0�u 1O N.11110"0 ' r -1 �- - - - -1- -I - I- - - - — — — T—_- - SUBFLOOR. - --.-.-.-.-.- __ ___ _ 51055terlin Drive o= ° §Q ZOYJ>z UJoo II I 1 , I Anacodes,Washington 98221 z H W Wes° UI I I II — - - - -0 oOI LI11IR r I_ _ _ ED BLOCKING TO BE PROVIDED e U a -J¢ Iil' SIMIfi -H ABOVE ALLN o a N? �IIuI,II HANGS 1 I 1II®. 117/8"TJI110's@16"O.C. Ma III - - - -- - t1 '�II1V. I I I I 1 I 1 I 11 I u Project Description: W������r I 5. ADD AND ALIGN JOISTS TO ACCOMODATE FOR PLUMBING. \Wilily W° —1' 2X10 DF#2 PRESSURE -1— r______,_ - — — — -- Addition/Remodel to TREATED JOISTS @ 16"O.C. 5.125x21 GLAM �' I C - - -�1 Exisitn Single Family W. rL J, rL rL Lk W w W rL rL rL rL 1 1 1 s g `1 �w _—_—_—_—_—_—_—_—_—_—_—_—_—_—_—_� -.-- - - --.---.-- -.-- .-- _- ------ ----_--_- -I 6. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING Residence o 1.25"RIM JOIST 2X10 PRESSURE TREATED T T T T T T T T T T T T T T T I I I HOLES AND ANY OPEN AREAS. ° ' u.° DECK LEDGER JOIST �,- _1 4x 12 DF#2 Beam L — — J I �; ;�„ k BLOCKING TO MATCH FLOOR FAL C/W2ROWSOFI/2"xb" I B—A--_'I �.-.-- -- t- - --.-.i -- ,-.-.-.-. - - 41 Elifig a��� Y LAG SCREWS @ 18"O.C. I I I 7. MATERIALS TO MEET THE FOLLOWING GRADES: W BEAM PER PLAN STAGGER BETWEEN ROWS HEADERS TO BE 4X8 HF#2 UNLESS NOTED OTHERWISE. � I I I Add DBL I 11 1 ° Joists/Blocking r- - --.-.-.-.---- -_.-.-- - - --_ I I GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. 1 I 1 1 I I I 1 I 1 1 1 1 J COLUMNS TO BE DF#2 OR HF#2. Plan Information: I I I I For Future Liff 1 Deck Connection I STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Lower Floor Area 1125 SF ¢rnO ■ I. g \A3.� 2re� �G�e�ul neck l7e tale: I I 1 1 1 1 1 1 1 1l . 6 ,L 11 — - - - - - - - -- - OR SPF. Main Floor Area 1253 SF °0¢� S�ale: l ' 1'-O" I I 11 Addition Area 1236SF UF' w M (l I' Bearing Wall - - -- ----- - ---- - -- - ------ - - - ---- - - --- Total Heated Area 3614 SF —I� O °C. / I I 1 11 7/8"TJl 110's @ 16"O.C. I 1 - - 8. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS ¢0w g a w I I I / - - ---.-.-. 1 OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: Sao p - - Deck Areas 373 SF iv p 11 7/8"TJI 110's @ I6"O.C. I CEILINGS R-49 OR R-38 IN SINGLE RAFTERS _ I I I I '-o )-1I Garage 1015SF JQ� J / -.-.-._ -.-. .- EXTERIOR WALLS R-21 ¢JJ " I I I I Joists@LowerLevell - - -- Lot 825oSF r-"aw N I . W ouj J r - - - — - I JOIST FLOORING R-30 1 1 Simpson IUS Joist Hangers (Typ) 1 1 I 1 I I °�� ) I ZF� ° 1 I _ J G L CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) • ,L9 I I I 1 -1---- - -- -- ----- -- -- .O ------------- - - - - m 9. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO B 5.125x21 GLAM ` w y IL rL ; rL rL rL W W w di rL rL rL dr I—I pal - I 1b 11 CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE T T T T T T T T T T "' T T T T TT I Cc I pS I CONSTRUCTION PLANS. t 1 1 1 SS -I--1 Floor Joists I I I 1 I U L I I I 1 I I -I-- �O -I-1ID 1 1 1 11 I I I I I I I I 1- - 1h 1-I 11111111 1 1 1 I I 1 1 — - -- X I 7/8"ul no's @ 16°o.c.1111 II �JG I I � I 1 1 1 1 I 1 T1 Glu Lam Beam I 1 ' (2) Rows of I I 11 -- 11 N W mmi (8) DS25600 6x6Column I O Exterior Wall I I I I1 -fl I 1 I I I I I I I I F I I I I I — - - TI TreatedI 40M ,. —^ y- -- b--y--y-- E-- - 512W5x18LGLAM _ Lam_ � I 4x10 Dm�, \ bxb Column I^- W y - -- --.---._ I � I I1__ o Ct Shear Wail b Scale: 3/4" = 1' T T T T TT T TT "' m m '1" m m m 11 1 ! l l 11 1 1 1 1 1 I 1 1 1 11 Sloped 16"O.C. 24'-0"- - --I I S .1- i n 7/B°ullno'sl I I Hai f' I p I I �I - - Iir I I H Q O.C. ' ta " SI Sealed Deck @16" PVC TV I Simpson IUS Joist Hangers (Typ) / Cantilevered I I I I I 11 1 s�anaack4 o" M(n ._. . .-._--. _ - - --. - . .-- . rear do L I 1 1 1 1 1 1 11 I Beam Ends---, /1 y - - 1141 q I 0 "�'� T T T'T'�'�t - - -F-f-�- - PressureTreated4x10HF#2 Beam-.-.-.1.-.-. �o 5.125x16.5 GLAM Header i r m e a e III T T ' n, ,I, ,l, ,l, ,,, ,l. ,I, , pr , ,l, ,�, ,p 91 91 C I 1 1 :1v I 0 Pressure elated Ledger ( I o l L I- I� o 'Q 1111111 jI � � I I I I I I I I I I I I I ! 1 I I A I I L I I 1 i 7/8' TJI no's @ Io'o.c. I 1 I I I I * a) >, r vl I I I I I I '° I I o Treated •a 2x10's @ f I I I CCQ66-SDS2.5 Typ(COLUMN-BEAM) • • , v • I r 16"O.C. I 2i I I I I - _ 1 I I I I , I- I Fr I € II II n Ii �� n r ' I�I I I I I I I I I rI ' ~ 1 I I a Covered Doorway1 I 1 I I I�� �� �� �� �� �� - created 5.125x12 GLAM (Dropped) Treated 5.125x12G1,AM(Dropp d) See Detail u u u u _ _ L-1—J—_L�.L__� "1_1_�:.r..�_�._j I_ C1 '�_I `u u u ii II u u — ii 11 II ii ii ii ii I I !' 2x1O Pressure 1 1r 1 .1, 1 1 1r �' 1 1 1 •v I I I jt I 2 II II II II �� II ii '� �� �� �� �� �� �� Cantilevered I L i— -I- J I Treated Ledger L — L -I- -� J I • Cantilevered /' u u u u u ii 1 u. /� ' �' ° ° �� " � " Beam Ends i 1 I I I 1 II 1 I Beam Ends �T 1 Simpson LUS210Z Joist Hangers I I 1 i 1 �A31 1 1 1 Revisions: Typical Door/ Treated 2x10's @ 16"O.C. Print Date 11/22/16 Approx. 7'-9" Window Header I 1 1 1 I I I I I I I I I 1 I 1 I 1 /1 Cantilevered 1 1 I I 1 I I I I 1 I I I I 1 I Hall Bedroom Living Deck amnd i 1 ! ! 1 1 1 1 ! I 1 I 1 I 1 1 ! 1 ! ! ! 1 Cantilevered I I I I I I I I I I 1 I Beam Ends - Provide Metal 0 r ii i l I , , tl I I i Treated 5.125x10.5 GLAM (Dropped) Treated 5.125x10.5 GLAM (Dropped) Flashing 11 7/8"TJI Floor System (with Treated Joists -1---I----t---F-+--F--F--f--H 1-I-1-t-1--I--t--r---�--I-1-&--4 \ /With 3/4"T&G Sheathing Raised Threshold as Needed 3/4" Plywood 'f\11 with Metal Flashing &Membrane ; Metal Railing with I I L _ J - J L - \ aA4Glass PanelsqL- : 0: - -. ) Index: Pressure Treated 2x8 Deck Joists With / / Cover Page A1.0 Synthetic Decking Beam Per Plan Hangered Joists Provide Shim _ *J� Site Plan A1.0 Foundation Plan A1.1 5/8"Fire Lower Level Floor Plan A2.1 Taping on Lid Main Floor Framing A3.1 Approx. l2'-3" Garage Header Per Plan o a Upper Level Floor Framing Main Level Floor Plan A4.1 - Roof Plan A5.1ii d 0 2 5 10 Building Sections A3.1 1 ,.- Retaining Wall Storage/Shop Approx. 11'-2 1/2" Garage Elevations A6.1 • Per Engineering g p g Up to 9' Retaining Scale: 1/4"= 1' Load Bearing- ` Man Floor Framing- LJ- i ig Columnccne I 4"Concrete Slab Provide d Edge ttete J;iVor r Driveway `Typical Foundation Wall \Concrete Footing -See Detail -See Detail Building Section AA • 0 2 5 10I A3 . 1 ',',. Scale: 1/4" = 1' FLOOR PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE 13'-3" CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE drafting DESIGNER FOR FURTHER INFORMATION. TRUSS PER PLAN _. 57'-2" % 2. ALL NEW CONSTRUCTION TO MATCH EXISTING CONDITIONS. & design [lc ARCHITECTURAL COMPOSITION ROOFING 22-0 8'-8" 261,6° / / / / 3. ALL WOOD IN CONTACT WITH CONCRETE (BOTTOM PLATES) 30# FELT INTERWOVEN I MUST BE PRESSURE TREATED MATERIAL. USE CORROSION 1/2"OSB SHEATHING _ 5'-8' 11'-10" 9'-0" RESISTANT FASTENERS WHEN IN CONTACT WITH PRESSURE / / / TREATED LUMBER. ALL EXTERIOR WALLS ARE FRAMED WITH 2X6 Jonathan Richards V ENT BAFFLES BETWEEN TRUSSES �__ \ F 9 a \ STUDS AT 16' O.C. AND SHEATHED WITH 1/2"OSB PLYWOOD OR stOs sterling Drive W/ 1"MINIMUM AIR GAP l --- BETTER WITH 15# BUILDING PAPER. ALL INTERIOR WALLS ARE Anacortes,Washington 98221 VENTED BLOCKING , A (e) 6'x3'-6"Slider (e) 6'x3'-6"Slider FRAMED WITH 2X4 STUDS AT 16"O.C. AND SHEATHED WITH 1/2" %%%io BETWEEN TRUSSES I GYPSUM WALLBOARD UNLESS NOTED OTHERWISE. ph 360.391.0832 PLYWOOD EXPOSED SOFFIT Closet em Jonathan 59ahotmall.com 2X CEDAR OR Picket Railing o 4. CONFIRM ALL DOOR, WINDOW, FIREPLACE, AND OTHER (� I!ttri. I SPRUCE FASCIA ROUGH OPENING SIZES WITH OWNER/CONTRACTOR PRIOR TO 5'-0" 1'-9" 5'-3 1/2" 4'-1 1/2" 5'-10" Dashed Walls To o CO Project Description: Ad WALL CONSTRUCTION. ALL VERTICAL GLAZING TO HAVE A / / / 0 Dn / / Be Removed a U-FACTOR OF 0.30 AND TO MEET TEMPERED REQUIREMENTS. Addition/Remodel to Exisitng Single Family s E a. Master Bedroom Residence j r \ - - �- - - - -_ 5. PROVIDE SMOKE DETECTORS WIRED TO THE ELECTRICAL SYSTEM 1 0. : I ve Smoke WITH BATTERY BACKUP ON OR NEAR THE CEILING OF EACH R-49 BLOWN-IN = PER ROOF PLAN Eymmr-\-- o\ 4 \ \ �.°' ® FLOOR AND IN ALL BEDROOMS. CARBON MONOXIDE (CO) YPSU IUD 1r / m OtfiCeDetector Oa ° ALARMS TO BE PLACE OUTSIDE BEDROOMS. O/ reek5/8"GYPSUM LID 23(H2.5) HURRICANE CLIP PER TRUSS '5 ° - 4 6. PROVIDE EXHAUST KITCHEN FANS AT MIN OF 100 CFM AND Plan Information: 0 4'-0" '° ° v' in BATHROOM FANS AT MIN OF 50 CFM. FDANS TOE BE INSTALLED PER Lower Floor Area 1125 SF y� FAN 3 m o I \ MANUFACTURERS SPECIFICATIONS AN TO BE VENTED TO THE Main Floor Area 1253 SF iv it �O o \ Smoke „ OUTSIDE OF THE RESIDENCE. MAINTAIN 3FT CLEARANCE OF VENT Addition Area 1236 SF TYPICAL 4X10 HEADER "� i'2 Tile Shower - --\-- a _�-� Detector N DISCHARGE TO ALL OPENINGS (INCLUDING INOPERABLE). Total Heated Area 3614 SF New Door N J'O o� W _ , m 0 ,0 N \ �; ��,. / \ _ 3'-6" xA - AccessBathroom v a, 8 0, tog 8.0:, v Deck Areas 373 SF Adl Rod H o o 7. PROVIDE FULL BEARING UNDER ALL POINT LOAD LOCATIONS Garage 1015 SF o, rn ° M lac ' I 1 I :o (BEAM & HEADER ENDS). SOLID BLOCKING TO BE PROVIDED Lot 8250 SF NEW ADDITION \ m m _ ABOVE ALL BEARING WALLS AND BEAMS. Bath 2'-s" 20V& bi Closet �)) P 8'Ceiling / - 220V co \ • N .`' ,( 8'Closeteiling 1 O W / _ (el 1'-4'k2'-6"SH � ', w Laminate W/D .0 a q S ' Laminate - r - e d \ \ 8. PROVIDE FIRESTOPS AT ALL APPLICABLE LOCATIONS, INCLUDING o i� a 0 U IIIIIIIII� HOLES AND ANY OPEN AREAS. = 2468 Dn O �CO y 2'-6" 9. MATERIALS TO MEET THE FOLLOWING GRADES: ,o 'r 9'-8 1/2" 4'-0" 4'-0 1/2" \ ( I L / / HEADERS TO BE 4X8 HF#2 UNLESS NOTED OTHERWISE. 1 / / L, 0 GLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. 7/16"O.S.B.SHEATHING \ CO/Smoke COLUMNS TO BE DF#2 OR HF#2. INSULATION PER CODE _J Entry \ Detector Bathroom STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, HA DI-LA BUILDING PAPER - it __- HARDI-LAP SIDING 2X• 16"O.C.EXTERIOR WALL 3'-4" 12'-6"Ceiling (JD 0 ► OR SPF. DOUBLE 2X6 TOP PLATE rn / / /-- ----- Ti 1 PT 2X6 BOTTOM PLATE W/ 1/2"A.B.048"O.C. / Bedroom 2 Smoke -4- 10. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS - Detector o\ 1 OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: 11 7/8"TJI FLOOR SYSTEM _ c �? 'a 8' Ceiling �, g N h Laminate � En CEILINGS R-49 OR R-38 IN SINGLE RAFTERS e- WITH3/4"T&G SHEATHING ;E , - 3068 -\ ! EXTERIOR WALLS R-21 \ 2 B B -' --- ,� - These plans have been reviewed by the SPOA JOIST FLOORING R-30 ® N \ Z 4'-4" 4'-4" Arch tectural Committee for compliance to CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) 1 1'-0" 10'-1" / / Skyti to Property Owners Association C &F1's O% 0 I 4 / r v Kitchen only. Property owner is solely responsible for 11. REFER TO AND IMPLEMENT ENGINEERING PRIOR TOOW E OW v N coy. Entry all engineering,code compliance and property CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE Owl I t '0 8'Ceiling - CONSTRUCTION PLANS. 0 0 - boundaries. 0) Ce \ - - 9 P Synthetic a C I O / ❑ Approved as Noted a O Dn \- APDroved WINDOW SCHEDULE S o , 0 , ,mmispoi w, F ¢ o ❑ Denied ! (VINYL WINDOWS) VERTICAL GLAZING U-FACTOR:0.30 Ca 6 E �', Living - Shed Roof it 1/� Kitchenette m -Uat � p y 8' Ceiling Over Entry- • ✓ •. " �� /� ID Size Descri tion Qt -\. - 8' Ceiling \ it, . \ C M V Laminate `% Q /Qp�h 7 _ A 6'-4' x 316" Picture i N Laminate %er /7 - /� /‘O Livin (/(gC 3'-0"x 5'-0" SlHung 2co D 2'-6"x5'-0" Picture 3 0 o • OO \ E 2'-0"x 2'-0" Awning 1 (� ma Notes: F 3'-0"x 3'-0" Horizontal Slider 1 0 0 = WRAP AROUND BEAM \ G 4'-0"x 5'-0" Horizontal Slider 2 'o- 6068 Dn r LO c O O _ \ O U -o -Wall-In Existing H 4'-0 x 5'-0" Picture 3 ® Q EXISTING BASEMENT 4 4 ,e Window ��"'^ N N \ b.' / , Q X X V V V Luce Ti o =� Eating Nook Dashed Walls To Dining _ M 2 la LLI -s 8' Ceiling g C Bal Ony 4 N 0 .� - Laminate PVC Baled ` `0ce Be Removed `n E iii 4, o SHEARWALL SCHEDULE `_ t) Metal Railing-Glass Panels I I MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES •o cp EXISTING 2X4 EXTERIOR WALL - w \ \ _-\ - \ 1 O 7/16"CD-X OR OSB (1) FACE 8d@6"0.C.PNL EDGES LTP5@16"O.C. (2)16d@12" 1,2,6,9 OI D I D D O c u 8d@12"0.C.FIELD O.C. T `i� G G - \- C O2 7/16"CD-X OR OSB (1)FACE 8d@4"0.C.PNL EDGES LTP5@16"0.C. (2)16d@8" 2,3,6,9 0 CD 3'-3" 2'-9" 2'-9" 3' 3" 4'-9" 5'-3" a Revisions: .. - __ / ... / - -a A 8d@12"O.C.FIELD O.C. -I Q D Print Date 11/22/16 4"CONCRETE SLAB ,/© 12'-0" © © 10'-0" _ - 1 _ o O3 7/16"CD-X OR OSB(1)FACE 8d@3"0.C.PNL EDGES LTP5@16"O.C. SDS25312@ 2,3,7,9 \ l •I / - / /////,.-���Solid Walls 7 io 8d@12"O.C.FIELD 10"0-C. 1 " Are New 04 7/16"CD-X OR OSB(1)FACE 8d@2"O.C.PNL EDGES LTP5@12'"O.C. SDS25500@ 2,3,4,8,9 -,•��, 1} --- --- -- 6068 O.C.FIELD 8 O.C. . FINISH GRADE A End of Exisiting Deck 8d@12" - ^ ,^ ^ - - - , ^ 'O \ - - - - - -- \ _-- \ 7/16 CD X OR OS (2)FACE 8d 4'0 C PNL EDGES LT @ O C SDS25 @ O - B@ G P5 10" 500 2,3,4,5,8,9 0 H H H O 1 0 8d@12"0.C.FIELD 6"O.C. ^ 8"FOUNDATION WALL 3'-10" 4'-3" 4'-3" 6'-9 1/2" 4'-10 1/2" o O6 7/16"CD-X OR OSB (2) FACE 8d@3"O.C.PNL EDGES LTP5@8"0.C. (2)SDS25500 2,3,4,5,8,9 / - / --- ,1`-- -/ E 8d@12"O.C.FIELD @10"O.C. Index: • ` '° '^ , TIGHTLINE STORM DRAIN 2'-0" 401' 24'-0" V 3'-0" Q '07/16"CD-X OR OSB (2) FACE 8d@2"O.C.PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,5,8,9 Cover Page A1.0 16"x8"FOOTING :^ - ` / / - - -- / Site Plan A1.0 -_�` ��DRAINAGE GRAVEL 0 8d@12"O.C.FIELD @8"O.C. I/��� N Foundation Plan Al.l ^ 1 /^4"DIA.PERFERATED - Deck 0 ! O8 15132"CD-X OR OSB (2) FACE 10d@3"O.C. PNL EDGES LTP5@6"O.C. (2)5DS25500 2,3,4,5,8,9 Lower Level Floor Plan A2.1 ��- FOUNDATION DRAIN Synthetic &.) 10d@12"O.C.FIELD @8"0.C. Main Floor Framing A3.1 Zo ! Main Level Floor Plan A4.1 Metal Railing-Glass Panels 9O 15/32"CD-X OR OSB (2) FACE 10d@2"O.C.PNL EDGES LTP5@4"O.C. (2)SDS25500 2,3,4,5,8,9 Roof Plan A5.1 10d@12"O.C.FIELD @6°°O.C, Building Sections A3.1 Typical Wall Section Scale: 3/4" = 1' HOEDOWNS: Elevations A6.1 29'-0° / / 0 MSTC52 a2 MSTC48B3 Main Level Floor Plan OHDU2-SDS2.5 WI SSTB20&(2) 2x STUDS OR STHD10/STHDIORJ NOTES: / 0HDUS-SDS2.5 W/SSTB24&(2) 2x STUDS OR STHD14/STHDI4RJ I 0 O 1. ALL EXTERIOR WALLS TO BE TYPE 10 U.N.O. J HOUS-SDS2.5 W/SSTB28 &4x6 POST 3. PROVE NOMINAL 3xDFRAMING AT ABUTTING PNL EDGES RECEIVING EDGE NAILING 4. PROVIDE SILL PLATE O HDU14-SDS2.5 W/SB1x30&6x6 POST - - Upper Level Floor Plan 5. OFFSET PANEL EDGES f 6. PROVIDE 1/2"A.B.@ 48"O.C.W 114"x3"x3" PLATE WASHERS,OR(2)16d @ 8"O.C. O MSTC66 0 2 5 10 7. PROVIDE 1/2"A.B.@ 24"O.C.W 1/4"x3"x3"PLATE WASHERS,OR F. A 4 • 1 I _, 8, PROVIDE 1/2"A.B.@ 12"O.C.W 1/4"x3"x3"PLATE WASHERS 9. STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. O8 HDU11 -SDS2.5 WI SB1x30 &6x6 POST Scale: 1/4"= 1' i 1 • ROOF PLAN NOTES: 1. PLANS TO BE REVIEWED BY ALL SUBCONTRACTORS PRIOR TO STARTING CONSTRUCTION. IF DISCREPANCIES EXIST PLEASE CONTACT THE OWNER, GENERAL CONTRACTOR, OR THE DRAFTSMAN FOR FURTHER INFORMATION. drafting 2. FOLLOW ALL TRUSS FRAMING DETAILS PER MANUFACTURER. '- d l J C� n LLC MATCH NEW CONSTRUCTION TO EXISTING CONDITIONS. r+ A 3. ROOF TRUSSES TO BE SHEATHED WITH 7/16" O.S.B. WITH 30# FELT AND CEDAR SHINGLE ROOFING. CEILING LID TO USE 5/8" I Gable End GYPSUM WALLBOARD. 5105 athan Richards r N 9 H 4 i S Anacortes,Washington 98221 4'-0" -1 4. PROVIDE ROOF CROSS VENTILATION FOR EACH SEPARATE j- / d, SPACE, AND CONTINUOUS RIDGE VENT PER 2012 IRC. TOTAL NET ph 360.391.0832 b FREE VENTILATION AREA SHALL NOT BE LESS THAN 1 TO 300 OF em J000mon_59®hotmail.com a \ THE AREA OF THE SPACE VENTILATED. Mr Shed Roof 5. ALL ROOF PITCHES ARE TO HAVE A 4/12 SLOPE U.N.O.SEE Project Description: r 1 ELEVATIONS. PITCHES TO MATCH EXISTING. Addition/Remodel to Exisitng Single Family Gable End r 6. PROVIDE ATTIC ACCESS THRU 22"X30" MIN OPENING Residence _ F---q - - \ - 1 -� o WITH REMOVABLE PANEL. FRAME WITH 2x12 MEMBERS. I 1 I -a7. ALL OVERHANGS TO BE 24"U.N.O. II I I a _c 4/12 Slope 4/12 Slope- - - - p - "' Plan Information: L � 8. MATERIALS TO MEET THE FOLLOWING GRADES: 6 rI II HEADERS TO BE 4X8 HF#2 UNLESS NOTED OTHERWISE. Lower Floor Area 1125 SF I ♦ I I L D _ _ ___ CLAM BEAMS TO BE DF SPECIES AND HAVE A 24F-V4 RATING. Main Floor Area 1253 SF AS.� r - - U JQ\a a) ' % n 19 COLUMNS TO BE DF#2 OR HF#2. Addition Area 1236 SF �p� I F r a - _ o I y STUDS AND TYPICAL FRAMING MATERIALS TO BE DF#2, HF#2, Total Heated Area 3614 SF o .A, I I v, - -� a` OR SPF. I 1 N x Deck Areas 373 SF G co Garage 1015 SF 2'-0" O.H. Typ U.N.O. I v v r f__; 9. INSULATION TO MEET THE MINIMUM PERSCRIPTIVE REQUIREMENTS Lot 8250 SF L _ _ J L _ _ : J I I OF THE WSEC. INSULATION VALUES ARE AS FOLLOWS: I I CEILINGS R-49 OR R-38 IN SINGLE RAFTERS I) a�<,, L - - I � + Ridge Line w/ Ridge Vent f--=* r - - - �J EXTERIOR WALLS R-21 JOIST FLOORING R-30 I l i 1 11 CONCRETE FLOOR R-10 (2 FT. AT PERIMETER EDGE) c - - -I+ - - - - 1 11 J J 11 11 I r L _II 10. REFER TO AND IMPLEMENT ENGINEERING PRIOR TO _ _ CONSTRUCTION. ALL ENGINEERING TO SUPERCEDE I L L J c CONSTRUCTION PLANS. - - - E a1 c > a) o E N LO II N II C 3 N �� L j *^ 2x4 CLEAT FACE NAILED THRU •� N _ o I us TO SOLID BLOCKING- USE 16d NAILS SIM r H 1 N 4- > 1 ASPHALT SHINGLE ROOFING N 2 Qp Q 30# FELT INTERWOVEN QCO V 1- . 1 - X3 1/2"OSB SHEATHING 0 - � D -� J 1 x NAILED PWITH 016d NAILSTTOM ORD MEMBERSMI 0 V\/ r 0, 0 4/12 Slope 4/12 Slope 0 ' . �� HARDI-SOFFIT PANEL N �� 11 L _ 3.125x10_S GLAM 1 4 � 0 ..1 0 . 1 11 • 1 9 • 1 2 -'-...,...a 2X SPRUCE FASCIA ma Chimney aI11�11I1�1�� ,Li xl x .' * a� 5"CONTINUOUS Chase x `) it W METAL GUTTER O _ / e ': o PER PLAN 01 a CC f G Gable End 44 — J b INSULATION PER CODE O SIDING PER ELEVATIONS O HURRICANE CLIP PER TRUS$ c (H2.SA OR SIMILAR) o II I 4/12 Slope I II -1 1 1 ' I J _z �5 � Covered Door Entry Scale: 1"= 1'-0" w I L - J , - 4 \AS.� d 1 db db d = - T Gable End c 0 a H C v "= . TRUSS PER PLAN Revisions: co co -o co v a 3 Print Date 11/22/16 4 ASPHALT SHINGLE ROOFING TRUSS ROOF TO BE ENGINEERED BY TRUSS ' I z 30# FELT INTERWOVEN MANUFACTURE. TRUSS PLAN TO BE SUBMITTED I I 1/2"OSB SHEATHING TO CITY PRIOR TO INSTALLATION. I I I A L - I, d I• 4 I. 4 - - 'r �r - J VENT BAFFLES BETWEEN TRUSSES \ W/ 1"MINIMUM AIR GAP Gable End VENTED BLOCKING BETWEEN TRUSSES PLYWOOD EXPOSED SOFFIT Index: Cover Page A1.0 o Site Plan A1.0 N .�\ Foundation Plan A1.1 , , , �„ ' t��l ! 2X SPRUCE FASCIA Lower Level Floor Plan A2.1 Main Floor Framing A3.1 Main Level Floor Plan A4.1 '1,1,1,1, 1'' Root Plan A5.1 1,1,1�I or METAL r 5"CONTINUOUS Building Sections A3.1 i �'I GUTTER Elevations A6.1 10.7 WS PER PLAN / INSULATION PER CODE �. Roof Plan �1 SIDING PER ELEVATIONS 410.-4 HURRICANE CLIP PER TRUSS �; ,� 0 (H2.5A OR SIMILAR) ►_� �— Roof Plan i 6 Roof Truss Connection scale: 1" -0" 415 . 1 0 _ 2 5 10 _ \A5.1 I I Scale: 1/4" = 1' Fascia &Trim To Match Existing Roof Extention To Tie In/Match Existing Top of Roof Top of Roof ? hese plans have seen reviewed by the SPOA Architectural Committee tar compliance to T ' 12 �� 12 --- skyline Property Owners Association CCSR's 4'-4 3/4" 4 4 4'-4 3/4" mly. Property owner is solely responsible for (� } ill engmne-ing, code compliance and property ra l g = z 8' Ceiling JoUnda✓ea. �_ �/ esign Lac 8' Ceiling .I —Z- 6' 8" Header Height I / II 7./ / / / . G / / j j/ /// / / j// \ 6 8 HeaderHeightn DeApproved Eli Approved as Noted \ 4 l / / / / , / 7, 9„ / /, / i tm // M� /�/ /i / / / // // 21' 4,1 7 9 A M m Dam / /, //�, / . / �// ;/ /O // Jonathan Richards 5105 Sterling Drive // / i 1 %//'yam �' / / " %// ! %/ Metal Railing With Glass Panels Anacortes.Washington 98221 124'-5 ///// / / /,/% �/ / (// I 1 I 1 I - / lG// -%__/� G ///// ' // / (// .- I /� �, r� 7 1 // // AC Member Date i// // ,, / �It'A �j 1 I--- - - - - - _ - --- L /// / -I J -� 1 20' em jonafhan_59@hofmail.com ph 360.391.0832 2nd Floor - 1 I �� O 2nd Floor 1" TO AVERAGE EXISTING GRADE Notes: g / -- NEW ADDITION WILL NOT EXCEED 12' Cellin / 8' Ceiling . 7 _ _ 0 p EXISTING ROOF HEIGHT Project Description: 6 6'-8" Header Height H_ ,i - 7, , I g Addition/Remodel to / % /� riri: sitng Singlmily sidence ` // / // 1 1 - y c/ /Z/ ,/// //, ////i ./ AZ/ 11'-2 1/2" - - I Plan Information. • _ _ 1[ I /�/ Lower Floor Area 1125 SF - �- Main Floor Area 1253 SF Addition Area 1236 SF Total Heated Area 3614 SF Finished Floor I Deck Areas 373 SF yir II( I_, I-1 I� Garage 1015 SF Lot 8250 SF Hardi-Lap Siding To Match Existing Finished Grade Dash Outline of the Roof/Walls Beyond West Elevation 1 0 2 5 10I �'- 12 --- 2 I 4 - 1 2.25 Scale: 1/4"= 1' 12 I/ 4 --' 1-2:-;I �� r 1 i _. -. _ —� __ _ — __.. __ //j /j j/ //// _- - I I o` 0 11 1 1 11 E 0 t — C = -1- .E o t 2/3 L-1 • . L-7 N North Elevation L - _ * CD >. 0 2 5 1I- iL i-1 Approx. 3'-0" 1--1 1-1 N 0 Scale: 1/4" = 1' L- t" ///// / ?171;// / //I (4// //f Z' / /9/ - I Existing Window Egress Well -- - [ . Re -- Printvisions:Date 11/22/16 / /// 0 // 4 I I ‘ _ - 12 a. iI; rpian 2 n a -.. -.__- -_ 4 _ ._..-.._. A1.1- „.- IfNain Fl ng A.i '//, - - -__� 7//' j/' j -- -- %/. ��/ - - _- -- -- 2 ' rFIoor1 Plan A4.1 South Elevation �� � j� j// / // / / /� / _ __ // Root Plan A5.1 / // / Building Sections A3.1 0 2 5 10 / // j/ ///// /.% /�/ -----_ --- Elevations c A6.1 // I of i/ Scale: 1/4" = 1' > f = Elevations East Elevation 0 2 5 10 L - - - - -I A6 • 1 Scale: 1/4" = 1'